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HomeMy WebLinkAboutTruss Cut SheetsLumber 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 81084
Page 1 of 2
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946Site Information:
Customer Info: COLE CONSTRUCTION Project Name: CHAMBERS RESIDENCE
Lot/Block:Model:
Subdivision: Address: 4700 INDRIO ROAD, FORT PIERCE, FL 34951
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 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 0.0 psf
This package includes 94 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: Manuel Martinez
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 Manuel Martinez 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. Manuel Martinez, P.E.
4620 ParkView Dr.
St. Cloud, FL 34771
No.Seq #Truss Name Date
1 2848 A01 6/23/20
2 2858 A02 6/23/20
3 2865 A03 6/23/20
4 2871 A04 6/23/20
5 2878 A05 6/23/20
6 2884 A06 6/23/20
7 2892 A07 6/23/20
8 3247 A08 6/23/20
9 2962 A09 6/23/20
10 2957 A10 6/23/20
11 2948 A11 6/23/20
12 2951 A12 6/23/20
No.Seq #Truss Name Date
13 2965 A13 6/23/20
14 2942 A14 6/23/20
15 2933 A15 6/23/20
16 2927 A16 6/23/20
17 2912 A17 6/23/20
18 2930 A18 6/23/20
19 2972 B01 6/23/20
20 2976 B02 6/23/20
21 2983 B03 6/23/20
22 3365 B04 6/23/20
23 3357 B05 6/23/20
24 3350 B06 6/23/20
No.Seq #Truss Name Date
25 3340 B07 6/23/20
26 2989 B08 6/23/20
27 3000 B09 6/23/20
28 2997 B10 6/23/20
29 3004 B11 6/23/20
30 3043 C01 6/23/20
31 3040 C02 6/23/20
32 3047 C03 6/23/20
33 3058 C04 6/23/20
34 3065 C05 6/23/20
35 3072 C06 6/23/20
36 2472 C07 6/23/20
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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 81084
Page 2 of 2
No.Seq #Truss Name Date
37 3075 C08 6/23/20
38 3436 D01 6/23/20
39 3094 D02 6/23/20
40 3102 D03 6/23/20
41 3106 D04 6/23/20
42 3112 D05 6/23/20
43 3439 D06 6/23/20
44 3442 D07 6/23/20
45 3393 D08 6/23/20
46 3400 D09 6/23/20
47 3171 D10 6/23/20
48 3178 D11 6/23/20
49 3199 D12 6/23/20
50 3033 E01 6/23/20
51 3030 E02 6/23/20
52 2475 E03 6/23/20
53 3027 HJ5 6/23/20
54 2838 HJ7 6/23/20
55 3124 HJ7P 6/23/20
56 2826 J1 6/23/20
57 3010 J1P 6/23/20
58 2829 J3 6/23/20
59 3016 J3E 6/23/20
60 3013 J3P 6/23/20
61 2832 J5 6/23/20
62 3019 J5E 6/23/20
63 3078 J5P 6/23/20
64 2835 J7 6/23/20
65 3430 J7D 6/23/20
66 3024 J7E 6/23/20
67 3433 J7P 6/23/20
68 3121 J8D 6/23/20
69 3313 PB01 6/23/20
70 3316 PB02 6/23/20
71 3319 PB03 6/23/20
72 3322 PB04 6/23/20
73 3325 PB05 6/23/20
74 3328 PB06 6/23/20
No.Seq #Truss Name Date
75 3331 PB07 6/23/20
76 3410 V01 6/23/20
77 3413 V02 6/23/20
78 3416 V03 6/23/20
79 3419 V04 6/23/20
80 3423 V05 6/23/20
81 3427 V06 6/23/20
82 3368 VM01 6/23/20
83 3454 VM02 6/23/20
84 3451 VM03 6/23/20
85 3448 VM04 6/23/20
86 3460 VM05 6/23/20
87 3445 VM06 6/23/20
88 3373 VM07 6/23/20
89 3376 VM08 6/23/20
90 3379 VM09 6/23/20
91 3382 VM10 6/23/20
92 3250 VM11 6/23/20
93 3254 VM12 6/23/20
94 3257 VM13 6/23/20
95 STDL01 STD. DETAIL 6/23/20
96 STDL02 STD. DETAIL 6/23/20
97 STDL03 STD. DETAIL 6/23/20
98 STDL04 STD. DETAIL 6/23/20
99 STDL05 STD. DETAIL 6/23/20
100 STDL06 STD. DETAIL 6/23/20
101 STDL07 STD. DETAIL 6/23/20
102 STDL08 STD. DETAIL 6/23/20
103 STDL09 STD. DETAIL 6/23/20
104 STDL10 STD. DETAIL 6/23/20
105 STDL11 STD. DETAIL 6/23/20
106 STDL12 STD. DETAIL 6/23/20
107 STDL13 STD. DETAIL 6/23/20
108 STDL14 STD. DETAIL 6/23/20
109 STDL15 STD. DETAIL 6/23/20
110 STDL16 STD. DETAIL 6/23/20
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2 2x4 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.00
TC: From 62 plf at 20.00 to 62 plf at 29.00
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 19.97
BC: From 20 plf at 19.97 to 20 plf at 29.00
TC: 289 lb Conc. Load at 9.03,19.97
TC: 175 lb Conc. Load at 11.06,13.06,14.50,15.94
17.94
BC: 299 lb Conc. Load at 9.03,19.97
BC: 111 lb Conc. Load at 11.06,13.06,14.50,15.94
17.94
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 9.00 20.00
BC 61 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 2268 /- /- /- /1940 /-
H 2268 /- /- /- /1940 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.9
H Brg Width = 8.0 Min Req = 1.9
Bearings L & H are a rigid surface.
Bearings L & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -205
B - C 3237 -3651
C - D 2930 -3324
Chords Tens. Comp.
D - E 2931 -3325
E - F 3237 -3653
F - G 167 -204
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 210 -157
L - K 542 -467
K - J 3867 -3541
Chords Tens. Comp.
J - I 3867 -3541
I - H 541 -466
H - G 209 -156
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 1947 -2174
B - K 2854 -2477
C - K 679 -449
K - D 749 -684
Webs Tens. Comp.
D - I 749 -683
I - E 680 -449
I - F 2857 -2478
F - H 1948 -2176
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.196 D 999 360
VERT(CL): 0.242 D 999 240
HORZ(LL): -0.034 C - -
HORZ(TL): 0.043 C - -
Creep Factor: 2.0
Max TC CSI: 0.979
Max BC CSI: 0.972
Max Web CSI: 0.645
Wgt: 162.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A01
Truss Type
HIPS
Qty
8
Ply
1 2848
06/23/2020
T2
W1 W2 W2
W1
(a)(a)
A
B
C D E
F
G
HIJKL
5
12
2X4(A1)
3X10
5X6
6X8
7X8
3X4
H0510 7X8
6X8
5X6
3X10
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'9'
29'
5"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
1'5"4175#1'5"4
175#
2'
175#
2'0"6
289#
299#111#111#111#111#111#299#
9'0"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
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2 2x4 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.00
TC: From 62 plf at 20.00 to 62 plf at 29.00
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 19.97
BC: From 20 plf at 19.97 to 20 plf at 29.00
TC: 289 lb Conc. Load at 9.03,19.97
TC: 175 lb Conc. Load at 11.06,13.06,14.50,15.94
17.94
BC: 299 lb Conc. Load at 9.03,19.97
BC: 111 lb Conc. Load at 11.06,13.06,14.50,15.94
17.94
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 9.00 20.00
BC 61 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 2268 /- /- /- /1940 /-
H 2268 /- /- /- /1940 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.9
H Brg Width = 8.0 Min Req = 1.9
Bearings L & H are a rigid surface.
Bearings L & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -205
B - C 3237 -3651
C - D 2930 -3324
Chords Tens. Comp.
D - E 2931 -3325
E - F 3237 -3653
F - G 167 -204
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 210 -157
L - K 542 -467
K - J 3867 -3541
Chords Tens. Comp.
J - I 3867 -3541
I - H 541 -466
H - G 209 -156
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 1947 -2174
B - K 2854 -2477
C - K 679 -449
K - D 749 -684
Webs Tens. Comp.
D - I 749 -683
I - E 680 -449
I - F 2857 -2478
F - H 1948 -2176
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.196 D 999 360
VERT(CL): 0.242 D 999 240
HORZ(LL): -0.034 C - -
HORZ(TL): 0.043 C - -
Creep Factor: 2.0
Max TC CSI: 0.979
Max BC CSI: 0.972
Max Web CSI: 0.645
Wgt: 162.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A01
Truss Type
HIPS
Qty
8
Ply
1 2848
06/23/2020
T2
W1 W2 W2
W1
(a)(a)
A
B
C D E
F
G
HIJKL
5
12
2X4(A1)
3X10
5X6
6X8
7X8
3X4
H0510 7X8
6X8
5X6
3X10
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'9'
29'
5"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
1'5"4175#1'5"4
175#
2'
175#
2'0"6
289#
299#111#111#111#111#111#299#
9'0"6
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 11.00 18.00
BC 88 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1189 /- /- /725 /748 /142
G 1189 /- /- /725 /748 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
G Brg Width = 8.0 Min Req = 1.5
Bearings K & G are a rigid surface.
Bearings K & G require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 149 -258
B - C 947 -1434
C - D 981 -1230
Chords Tens. Comp.
D - E 944 -1432
E - F 150 -254
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 276 -160
K - J 417 -286
J - I 1227 -645
Chords Tens. Comp.
I - H 1227 -645
H - G 414 -287
G - F 272 -161
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 898 -1045
B - J 892 -516
C - J 217 -27
J - D 134 -128
Webs Tens. Comp.
D - H 214 0
H - E 893 -513
E - G 897 -1048
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.046 C 999 360
VERT(CL): 0.091 J 999 240
HORZ(LL): -0.013 G - -
HORZ(TL): 0.026 G - -
Creep Factor: 2.0
Max TC CSI: 0.948
Max BC CSI: 0.966
Max Web CSI: 0.763
Wgt: 141.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A02
Truss Type
HIPS
Qty
8
Ply
1 2858
06/23/2020
W1 W1A
B
C D
E
F
GHIJK
5
12
2X4(A1)
3X4
3X6
5X6
3X8 3X6
5X8
3X4
3X6
3X4
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
11'7'11'
29'
5"
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 11.00 18.00
BC 88 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1189 /- /- /725 /748 /142
G 1189 /- /- /725 /748 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
G Brg Width = 8.0 Min Req = 1.5
Bearings K & G are a rigid surface.
Bearings K & G require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 149 -258
B - C 947 -1434
C - D 981 -1230
Chords Tens. Comp.
D - E 944 -1432
E - F 150 -254
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 276 -160
K - J 417 -286
J - I 1227 -645
Chords Tens. Comp.
I - H 1227 -645
H - G 414 -287
G - F 272 -161
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 898 -1045
B - J 892 -516
C - J 217 -27
J - D 134 -128
Webs Tens. Comp.
D - H 214 0
H - E 893 -513
E - G 897 -1048
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.046 C 999 360
VERT(CL): 0.091 J 999 240
HORZ(LL): -0.013 G - -
HORZ(TL): 0.026 G - -
Creep Factor: 2.0
Max TC CSI: 0.948
Max BC CSI: 0.966
Max Web CSI: 0.763
Wgt: 141.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A02
Truss Type
HIPS
Qty
8
Ply
1 2858
06/23/2020
W1 W1A
B
C D
E
F
GHIJK
5
12
2X4(A1)
3X4
3X6
5X6
3X8 3X6
5X8
3X4
3X6
3X4
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
11'7'11'
29'
5"
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 16.00
BC 75 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
N 1190 /- /- /718 /436 /167
I 1190 /- /- /718 /436 /-
Wind reactions based on MWFRS
N Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings N & I are a rigid surface.
Bearings N & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 103 -326
B - C 122 -288
C - D 780 -1211
D - E 809 -1046
Chords Tens. Comp.
E - F 779 -1208
F - G 120 -290
G - H 100 -329
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 315 -86
M - L 1117 -638
L - K 1045 -446
Chords Tens. Comp.
K - J 1045 -446
J - I 1117 -640
I - H 319 -84
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - M 268 -194
M - C 1093 -1381
C - L 220 -79
D - L 232 -25
D - J 121 -117
Webs Tens. Comp.
J - E 234 -56
J - F 221 -82
F - I 1095 -1374
I - G 266 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 L 999 360
VERT(CL): 0.082 L 999 240
HORZ(LL): 0.019 I - -
HORZ(TL): 0.039 I - -
Creep Factor: 2.0
Max TC CSI: 0.461
Max BC CSI: 0.992
Max Web CSI: 0.770
Wgt: 154.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A03
Truss Type
HIPS
Qty
17
Ply
1 2865
06/23/2020
B2
W1 W1A
B
C
D E
F
G
H
IJKLMN
5
12
2X4(A1)
1.5X3
3X6
3X4
5X6
3X4 4X6 3X8
5X6
3X4
3X6
1.5X3
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
13'3'13'
29'
5"
5'
1
0
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 16.00
BC 75 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
N 1190 /- /- /718 /436 /167
I 1190 /- /- /718 /436 /-
Wind reactions based on MWFRS
N Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings N & I are a rigid surface.
Bearings N & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 103 -326
B - C 122 -288
C - D 780 -1211
D - E 809 -1046
Chords Tens. Comp.
E - F 779 -1208
F - G 120 -290
G - H 100 -329
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 315 -86
M - L 1117 -638
L - K 1045 -446
Chords Tens. Comp.
K - J 1045 -446
J - I 1117 -640
I - H 319 -84
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - M 268 -194
M - C 1093 -1381
C - L 220 -79
D - L 232 -25
D - J 121 -117
Webs Tens. Comp.
J - E 234 -56
J - F 221 -82
F - I 1095 -1374
I - G 266 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 L 999 360
VERT(CL): 0.082 L 999 240
HORZ(LL): 0.019 I - -
HORZ(TL): 0.039 I - -
Creep Factor: 2.0
Max TC CSI: 0.461
Max BC CSI: 0.992
Max Web CSI: 0.770
Wgt: 154.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A03
Truss Type
HIPS
Qty
17
Ply
1 2865
06/23/2020
B2
W1 W1A
B
C
D E
F
G
H
IJKLMN
5
12
2X4(A1)
1.5X3
3X6
3X4
5X6
3X4 4X6 3X8
5X6
3X4
3X6
1.5X3
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
13'3'13'
29'
5"
5'
1
0
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 1190 /- /- /707 /434 /187
H 1190 /- /- /707 /434 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings M & H are a rigid surface.
Bearings M & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 174 -258
B - C 212 -223
C - D 793 -1301
Chords Tens. Comp.
D - E 793 -1302
E - F 212 -223
F - G 175 -258
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 251 -144
L - K 1182 -587
K - J 939 -358
Chords Tens. Comp.
J - I 939 -358
I - H 1182 -588
H - G 251 -145
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - L 292 -230
L - C 961 -1522
C - K 253 -91
K - D 359 -126
Webs Tens. Comp.
D - I 360 -126
I - E 253 -91
E - H 961 -1522
H - F 292 -230
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.043 D 999 360
VERT(CL): 0.089 D 999 240
HORZ(LL): 0.021 F - -
HORZ(TL): 0.043 F - -
Creep Factor: 2.0
Max TC CSI: 0.545
Max BC CSI: 0.828
Max Web CSI: 0.982
Wgt: 140.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A04
Truss Type
COMN
Qty
1
Ply
1 2871
06/23/2020
W1 W1
(a)(a)
A
B
C
D
E
F
G
HIJKLM
5
12
2X4(A1)
1.5X3
3X6
3X4
3X4
4X6(R)
3X6 3X4
3X4
3X6
1.5X3
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
14'6"14'6"
29'
5"
6'
5
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 29.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 1190 /- /- /707 /434 /187
H 1190 /- /- /707 /434 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings M & H are a rigid surface.
Bearings M & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 174 -258
B - C 212 -223
C - D 793 -1301
Chords Tens. Comp.
D - E 793 -1302
E - F 212 -223
F - G 175 -258
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 251 -144
L - K 1182 -587
K - J 939 -358
Chords Tens. Comp.
J - I 939 -358
I - H 1182 -588
H - G 251 -145
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - L 292 -230
L - C 961 -1522
C - K 253 -91
K - D 359 -126
Webs Tens. Comp.
D - I 360 -126
I - E 253 -91
E - H 961 -1522
H - F 292 -230
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.043 D 999 360
VERT(CL): 0.089 D 999 240
HORZ(LL): 0.021 F - -
HORZ(TL): 0.043 F - -
Creep Factor: 2.0
Max TC CSI: 0.545
Max BC CSI: 0.828
Max Web CSI: 0.982
Wgt: 140.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A04
Truss Type
COMN
Qty
1
Ply
1 2871
06/23/2020
W1 W1
(a)(a)
A
B
C
D
E
F
G
HIJKLM
5
12
2X4(A1)
1.5X3
3X6
3X4
3X4
4X6(R)
3X6 3X4
3X4
3X6
1.5X3
2X4(A1)
2'25'2'
SEAT PLATE REQ.SEAT PLATE REQ.
14'6"14'6"
29'
5"
6'
5
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W7 2x6 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 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 1207 /- /- /710 /441 /197
M 1003 /- /- /531 /387 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -241
B - C 841 -1482
C - D 779 -1198
Chords Tens. Comp.
D - E 806 -1200
E - F 901 -1565
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 236 -137
L - K 210 -231
K - J 1314 -694
Chords Tens. Comp.
J - I 1314 -694
I - H 1385 -731
H - G 166 -142
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 817 -1107
B - K 1175 -632
K - C 200 -121
C - I 278 -321
D - I 519 -246
Webs Tens. Comp.
I - E 325 -405
E - H 178 -63
H - F 1229 -602
F - G 634 -943
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.051 I 999 360
VERT(CL): 0.105 I 999 240
HORZ(LL): 0.015 G - -
HORZ(TL): 0.032 G - -
Creep Factor: 2.0
Max TC CSI: 0.484
Max BC CSI: 0.505
Max Web CSI: 0.468
Wgt: 140.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A05
Truss Type
SPEC
Qty
7
Ply
1 2878
06/23/2020
W1 W7A
B
C
D
E
F
GHIJKL
M
5
12
2X4(A1)
3X4
3X6
4X4
3X4
3X6
4X4
3X8
3X4
4X4
4X6
3X6
2'25'
SEAT PLATE REQ.SEAT PLATE REQ.
14'6"12'6"
27'
5"1'
3
"
6'
5
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W7 2x6 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 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 1207 /- /- /710 /441 /197
M 1003 /- /- /531 /387 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -241
B - C 841 -1482
C - D 779 -1198
Chords Tens. Comp.
D - E 806 -1200
E - F 901 -1565
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 236 -137
L - K 210 -231
K - J 1314 -694
Chords Tens. Comp.
J - I 1314 -694
I - H 1385 -731
H - G 166 -142
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 817 -1107
B - K 1175 -632
K - C 200 -121
C - I 278 -321
D - I 519 -246
Webs Tens. Comp.
I - E 325 -405
E - H 178 -63
H - F 1229 -602
F - G 634 -943
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.051 I 999 360
VERT(CL): 0.105 I 999 240
HORZ(LL): 0.015 G - -
HORZ(TL): 0.032 G - -
Creep Factor: 2.0
Max TC CSI: 0.484
Max BC CSI: 0.505
Max Web CSI: 0.468
Wgt: 140.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A05
Truss Type
SPEC
Qty
7
Ply
1 2878
06/23/2020
W1 W7A
B
C
D
E
F
GHIJKL
M
5
12
2X4(A1)
3X4
3X6
4X4
3X4
3X6
4X4
3X8
3X4
4X4
4X6
3X6
2'25'
SEAT PLATE REQ.SEAT PLATE REQ.
14'6"12'6"
27'
5"1'
3
"
6'
5
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 15.33 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 853 /- /- /589 /210 /289
I 1375 /- /- /775 /730 /-
N 131 /-109 /- /48 /62 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M, I, & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 191 -270
B - C 358 -866
C - D 360 -752
Chords Tens. Comp.
D - E 114 -364
E - F 223 -130
F - G 222 -129
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 269 -149
M - L 80 -413
L - K 756 -641
Chords Tens. Comp.
K - J 756 -641
J - I 240 -194
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 520 -767
B - L 763 -303
L - D 159 -27
D - J 493 -587
E - J 418 -147
Webs Tens. Comp.
E - I 524 -732
F - I 471 -455
I - G 182 -313
G - H 162 -50
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 D 999 360
VERT(CL): 0.043 D 999 240
HORZ(LL): -0.006 D - -
HORZ(TL): 0.012 I - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.542
Max Web CSI: 0.923
Wgt: 158.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A06
Truss Type
HIPM
Qty
1
Ply
1 2884
06/23/2020
W1
(a)
(a)
A
B
C
D
E F G
HIJKLM
N
5
12
2X4(A1)
1.5X4
3X6
3X6
3X4
3X4
3X6
5X6
3X4
1.5X4
3X8
3X4(R)
3X6
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
15'4"11'8"
27'
5"
6'
9
"
1
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 15.33 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 853 /- /- /589 /210 /289
I 1375 /- /- /775 /730 /-
N 131 /-109 /- /48 /62 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M, I, & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 191 -270
B - C 358 -866
C - D 360 -752
Chords Tens. Comp.
D - E 114 -364
E - F 223 -130
F - G 222 -129
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 269 -149
M - L 80 -413
L - K 756 -641
Chords Tens. Comp.
K - J 756 -641
J - I 240 -194
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 520 -767
B - L 763 -303
L - D 159 -27
D - J 493 -587
E - J 418 -147
Webs Tens. Comp.
E - I 524 -732
F - I 471 -455
I - G 182 -313
G - H 162 -50
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 D 999 360
VERT(CL): 0.043 D 999 240
HORZ(LL): -0.006 D - -
HORZ(TL): 0.012 I - -
Creep Factor: 2.0
Max TC CSI: 0.728
Max BC CSI: 0.542
Max Web CSI: 0.923
Wgt: 158.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A06
Truss Type
HIPM
Qty
1
Ply
1 2884
06/23/2020
W1
(a)
(a)
A
B
C
D
E F G
HIJKLM
N
5
12
2X4(A1)
1.5X4
3X6
3X6
3X4
3X4
3X6
5X6
3X4
1.5X4
3X8
3X4(R)
3X6
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
15'4"11'8"
27'
5"
6'
9
"
1
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 16.33 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 848 /- /- /587 /200 /308
I 1395 /- /- /797 /708 /-
N 125 /-122 /- /51 /68 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M, I, & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 183 -269
B - C 325 -860
C - D 330 -745
Chords Tens. Comp.
D - E 44 -277
E - F 227 -124
F - G 227 -124
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 267 -143
M - L 94 -443
L - K 743 -630
Chords Tens. Comp.
K - J 743 -630
J - I 154 -134
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 512 -757
B - L 739 -269
L - D 197 0
D - J 547 -671
E - J 437 -169
Webs Tens. Comp.
E - I 506 -725
F - I 444 -429
I - G 180 -330
G - H 176 -39
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 D 999 360
VERT(CL): 0.046 D 999 240
HORZ(LL): -0.007 D - -
HORZ(TL): 0.012 D - -
Creep Factor: 2.0
Max TC CSI: 0.817
Max BC CSI: 0.611
Max Web CSI: 0.872
Wgt: 161.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A07
Truss Type
HIPM
Qty
4
Ply
1 2892
06/23/2020
W1
(a)
(a)
A
B
C
D
E F G
HIJKLM
N
5
12
2X4(A1)
1.5X4
3X6
3X6
3X4
3X4
3X6
5X6
3X4
1.5X4
3X8
3X4(R)
3X6
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
16'4"10'8"
27'
5"
7'
2
"
1
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 16.33 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 848 /- /- /587 /200 /308
I 1395 /- /- /797 /708 /-
N 125 /-122 /- /51 /68 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
I Brg Width = 3.5 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M, I, & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 183 -269
B - C 325 -860
C - D 330 -745
Chords Tens. Comp.
D - E 44 -277
E - F 227 -124
F - G 227 -124
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 267 -143
M - L 94 -443
L - K 743 -630
Chords Tens. Comp.
K - J 743 -630
J - I 154 -134
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 512 -757
B - L 739 -269
L - D 197 0
D - J 547 -671
E - J 437 -169
Webs Tens. Comp.
E - I 506 -725
F - I 444 -429
I - G 180 -330
G - H 176 -39
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 D 999 360
VERT(CL): 0.046 D 999 240
HORZ(LL): -0.007 D - -
HORZ(TL): 0.012 D - -
Creep Factor: 2.0
Max TC CSI: 0.817
Max BC CSI: 0.611
Max Web CSI: 0.872
Wgt: 161.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A07
Truss Type
HIPM
Qty
4
Ply
1 2892
06/23/2020
W1
(a)
(a)
A
B
C
D
E F G
HIJKLM
N
5
12
2X4(A1)
1.5X4
3X6
3X6
3X4
3X4
3X6
5X6
3X4
1.5X4
3X8
3X4(R)
3X6
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
16'4"10'8"
27'
5"
7'
2
"
1
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1, W7 2x6 SP #2:
:W8, W10 2x4 SP #2:
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 0.00 to 62 plf at 27.00
BC: From 20 plf at 0.00 to 20 plf at 22.27
BC: From 10 plf at 22.27 to 10 plf at 27.00
BC: 2238 lb Conc. Load at 22.27
BC: 2264 lb Conc. Load at 24.27
BC: 2138 lb Conc. Load at 26.27
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 17.54 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
P 900 /- /- /- /587 /-
L 3940 /- /0 /- /1987 /0
Q 4030 /- /- /- /1485 /-
Wind reactions based on MWFRS
P Brg Width = 8.0 Min Req = 1.5
L Brg Width = 3.5 Min Req = 2.9
Q Brg Width = 8.0 Min Req = 3.3
Bearings P, L, & Q are a rigid surface.
Bearings P & Q require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 105 -139
B - C 605 -903
C - D 205 -305
D - E 183 -284
Chords Tens. Comp.
E - F 76 -61
F - G 213 -608
G - H 342 -857
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - P 151 -60
P - O 252 -122
O - N 752 -484
N - M 753 -484
Chords Tens. Comp.
M - L 194 -97
L - K 291 -130
K - J 832 -333
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
P - B 661 -780
B - O 581 -358
O - C 229 0
C - M 446 -651
E - M 528 -119
E - L 462 -717
Webs Tens. Comp.
L - F 1187 -2534
F - K 2396 -1036
K - G 455 -923
G - J 774 -218
J - H 2584 -1031
H - I 1048 -2520
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.036 J 999 360
VERT(CL): 0.073 J 999 240
HORZ(LL): -0.006 J - -
HORZ(TL): 0.012 J - -
Creep Factor: 2.0
Max TC CSI: 0.832
Max BC CSI: 0.586
Max Web CSI: 0.982
Wgt: 210.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A08
Truss Type
HIPM
Qty
1
Ply
1 3247
06/23/2020
B2
W1
W7
W8
W10
(a)
(a)(a)(a)
(a)
A
B
C D
E F G H
IJKLMNOP Q
5
12
2X4(A1)
2X4
3X6
3X4
3X4
3X6
4X6
6X6
3X4 7X6
5X6
6X10
3X4
4X10(R)
4X10(R)
3X10
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
17'6"8 9'5"8
27'
5"
7'
8
"
1
1
22'3"4
2238#
2'
2264#
2'
2138#
8"12
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1, W7 2x6 SP #2:
:W8, W10 2x4 SP #2:
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 0.00 to 62 plf at 27.00
BC: From 20 plf at 0.00 to 20 plf at 22.27
BC: From 10 plf at 22.27 to 10 plf at 27.00
BC: 2238 lb Conc. Load at 22.27
BC: 2264 lb Conc. Load at 24.27
BC: 2138 lb Conc. Load at 26.27
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 17.54 27.00
BC 75 0.00 27.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
P 900 /- /- /- /587 /-
L 3940 /- /0 /- /1987 /0
Q 4030 /- /- /- /1485 /-
Wind reactions based on MWFRS
P Brg Width = 8.0 Min Req = 1.5
L Brg Width = 3.5 Min Req = 2.9
Q Brg Width = 8.0 Min Req = 3.3
Bearings P, L, & Q are a rigid surface.
Bearings P & Q require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 105 -139
B - C 605 -903
C - D 205 -305
D - E 183 -284
Chords Tens. Comp.
E - F 76 -61
F - G 213 -608
G - H 342 -857
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - P 151 -60
P - O 252 -122
O - N 752 -484
N - M 753 -484
Chords Tens. Comp.
M - L 194 -97
L - K 291 -130
K - J 832 -333
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
P - B 661 -780
B - O 581 -358
O - C 229 0
C - M 446 -651
E - M 528 -119
E - L 462 -717
Webs Tens. Comp.
L - F 1187 -2534
F - K 2396 -1036
K - G 455 -923
G - J 774 -218
J - H 2584 -1031
H - I 1048 -2520
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.036 J 999 360
VERT(CL): 0.073 J 999 240
HORZ(LL): -0.006 J - -
HORZ(TL): 0.012 J - -
Creep Factor: 2.0
Max TC CSI: 0.832
Max BC CSI: 0.586
Max Web CSI: 0.982
Wgt: 210.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A08
Truss Type
HIPM
Qty
1
Ply
1 3247
06/23/2020
B2
W1
W7
W8
W10
(a)
(a)(a)(a)
(a)
A
B
C D
E F G H
IJKLMNOP Q
5
12
2X4(A1)
2X4
3X6
3X4
3X4
3X6
4X6
6X6
3X4 7X6
5X6
6X10
3X4
4X10(R)
4X10(R)
3X10
2'18'5"4 6'6"12
SEAT PLATE REQ.SEAT PLATE REQ.
17'6"8 9'5"8
27'
5"
7'
8
"
1
1
22'3"4
2238#
2'
2264#
2'
2138#
8"12
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 18.54 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 948 /- /- /651 /211 /350
G 754 /- /- /458 /340 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 126 -219
B - C 302 -992
C - D 310 -834
Chords Tens. Comp.
D - E 563 -998
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 216 -108
J - I 325 -651
Chords Tens. Comp.
I - H 325 -651
H - G 157 -143
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 591 -825
B - H 595 -68
D - H 593 -563
Webs Tens. Comp.
H - E 970 -674
E - G 569 -622
F - G 72 -62
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 D 999 360
VERT(CL): 0.066 D 999 240
HORZ(LL): -0.011 D - -
HORZ(TL): 0.020 F - -
Creep Factor: 2.0
Max TC CSI: 0.875
Max BC CSI: 0.466
Max Web CSI: 0.901
Wgt: 125.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A09
Truss Type
HIPM
Qty
1
Ply
1 2962
06/23/2020
B2
W1
(a)
A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X6
3X6
1.5X3
3X10
5X6 1.5X3
3X6(R)
2'18'7"
SEAT PLATE REQ.
18'6"8 2'0"8
20'7"
5"
8'
1
"
1
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 18.54 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 948 /- /- /651 /211 /350
G 754 /- /- /458 /340 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 126 -219
B - C 302 -992
C - D 310 -834
Chords Tens. Comp.
D - E 563 -998
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 216 -108
J - I 325 -651
Chords Tens. Comp.
I - H 325 -651
H - G 157 -143
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 591 -825
B - H 595 -68
D - H 593 -563
Webs Tens. Comp.
H - E 970 -674
E - G 569 -622
F - G 72 -62
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 D 999 360
VERT(CL): 0.066 D 999 240
HORZ(LL): -0.011 D - -
HORZ(TL): 0.020 F - -
Creep Factor: 2.0
Max TC CSI: 0.875
Max BC CSI: 0.466
Max Web CSI: 0.901
Wgt: 125.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A09
Truss Type
HIPM
Qty
1
Ply
1 2962
06/23/2020
B2
W1
(a)
A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X6
3X6
1.5X3
3X10
5X6 1.5X3
3X6(R)
2'18'7"
SEAT PLATE REQ.
18'6"8 2'0"8
20'7"
5"
8'
1
"
1
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.54
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 995 /- /- /655 /197 /387
F 806 /- /- /473 /314 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.0 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 222 -262
B - C 273 -229
Chords Tens. Comp.
C - D 262 -1006
D - E 50 -113
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 257 -172
I - H 936 -726
Chords Tens. Comp.
H - G 936 -726
G - F 506 -400
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 261 -213
I - C 476 -1319
C - G 332 -136
Webs Tens. Comp.
G - D 546 -177
D - F 586 -741
E - F 191 -130
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 G 999 360
VERT(CL): 0.052 G 999 240
HORZ(LL): 0.009 C - -
HORZ(TL): 0.018 C - -
Creep Factor: 2.0
Max TC CSI: 0.721
Max BC CSI: 0.737
Max Web CSI: 0.834
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A10
Truss Type
MONO
Qty
8
Ply
1 2957
06/23/2020
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
4X6 3X4
5X6
2X4
3X6(R)
2'18'6"8
SEAT PLATE REQ.
20'6"8
20'6"8
5"
8'
1
1
"
1
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.54
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 995 /- /- /655 /197 /387
F 806 /- /- /473 /314 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.0 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 222 -262
B - C 273 -229
Chords Tens. Comp.
C - D 262 -1006
D - E 50 -113
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 257 -172
I - H 936 -726
Chords Tens. Comp.
H - G 936 -726
G - F 506 -400
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 261 -213
I - C 476 -1319
C - G 332 -136
Webs Tens. Comp.
G - D 546 -177
D - F 586 -741
E - F 191 -130
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 G 999 360
VERT(CL): 0.052 G 999 240
HORZ(LL): 0.009 C - -
HORZ(TL): 0.018 C - -
Creep Factor: 2.0
Max TC CSI: 0.721
Max BC CSI: 0.737
Max Web CSI: 0.834
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A10
Truss Type
MONO
Qty
8
Ply
1 2957
06/23/2020
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
4X6 3X4
5X6
2X4
3X6(R)
2'18'6"8
SEAT PLATE REQ.
20'6"8
20'6"8
5"
8'
1
1
"
1
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 997 /- /- /656 /197 /388
F 808 /- /- /474 /314 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 223 -261
B - C 273 -228
Chords Tens. Comp.
C - D 263 -1009
D - E 50 -114
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 257 -172
I - H 938 -728
Chords Tens. Comp.
H - G 938 -728
G - F 510 -402
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 261 -214
I - C 475 -1322
C - G 332 -134
Webs Tens. Comp.
G - D 545 -176
D - F 588 -745
E - F 193 -130
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 G 999 360
VERT(CL): 0.053 G 999 240
HORZ(LL): 0.009 C - -
HORZ(TL): 0.018 C - -
Creep Factor: 2.0
Max TC CSI: 0.615
Max BC CSI: 0.751
Max Web CSI: 0.836
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A11
Truss Type
MONO
Qty
1
Ply
1 2948
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
4X6 3X4
5X6
2X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
20'7"
20'7"
5"
8'
1
1
"
1
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 997 /- /- /656 /197 /388
F 808 /- /- /474 /314 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 223 -261
B - C 273 -228
Chords Tens. Comp.
C - D 263 -1009
D - E 50 -114
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 257 -172
I - H 938 -728
Chords Tens. Comp.
H - G 938 -728
G - F 510 -402
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 261 -214
I - C 475 -1322
C - G 332 -134
Webs Tens. Comp.
G - D 545 -176
D - F 588 -745
E - F 193 -130
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 G 999 360
VERT(CL): 0.053 G 999 240
HORZ(LL): 0.009 C - -
HORZ(TL): 0.018 C - -
Creep Factor: 2.0
Max TC CSI: 0.615
Max BC CSI: 0.751
Max Web CSI: 0.836
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A11
Truss Type
MONO
Qty
1
Ply
1 2948
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
4X6 3X4
5X6
2X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
20'7"
20'7"
5"
8'
1
1
"
1
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 993 /- /- /656 /197 /388
F 803 /- /- /473 /313 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 195 -277
B - C 249 -245
Chords Tens. Comp.
C - D 221 -948
D - E 49 -113
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 271 -148
I - H 912 -742
Chords Tens. Comp.
H - G 912 -742
G - F 519 -398
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 251 -198
I - C 513 -1267
C - G 350 -156
Webs Tens. Comp.
G - D 501 -138
D - F 582 -759
E - F 191 -129
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 G 999 360
VERT(CL): 0.047 G 999 240
HORZ(LL): -0.008 E - -
HORZ(TL): 0.015 F - -
Creep Factor: 2.0
Max TC CSI: 0.634
Max BC CSI: 0.490
Max Web CSI: 0.772
Wgt: 115.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A12
Truss Type
MONO
Qty
3
Ply
1 2951
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6 3X6
3X4
3X4
5X6
2X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
20'7"
20'7"
5"
8'
1
1
"
1
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 993 /- /- /656 /197 /388
F 803 /- /- /473 /313 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 195 -277
B - C 249 -245
Chords Tens. Comp.
C - D 221 -948
D - E 49 -113
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 271 -148
I - H 912 -742
Chords Tens. Comp.
H - G 912 -742
G - F 519 -398
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 251 -198
I - C 513 -1267
C - G 350 -156
Webs Tens. Comp.
G - D 501 -138
D - F 582 -759
E - F 191 -129
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 G 999 360
VERT(CL): 0.047 G 999 240
HORZ(LL): -0.008 E - -
HORZ(TL): 0.015 F - -
Creep Factor: 2.0
Max TC CSI: 0.634
Max BC CSI: 0.490
Max Web CSI: 0.772
Wgt: 115.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A12
Truss Type
MONO
Qty
3
Ply
1 2951
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6 3X6
3X4
3X4
5X6
2X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
20'7"
20'7"
5"
8'
1
1
"
1
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 19.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /650 /247 /414
F 761 /- /- /463 /380 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 128 -224
B - C 300 -1004
Chords Tens. Comp.
C - D 559 -1020
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 209 -110
I - H 302 -645
Chords Tens. Comp.
H - G 302 -645
G - F 121 -112
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 579 -828
B - G 631 -82
C - G 606 -580
Webs Tens. Comp.
G - D 1013 -707
D - F 577 -627
E - F 55 -48
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.034 C 999 360
VERT(CL): 0.070 C 999 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.021 E - -
Creep Factor: 2.0
Max TC CSI: 0.916
Max BC CSI: 0.441
Max Web CSI: 0.987
Wgt: 122.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A13
Truss Type
HIPM
Qty
1
Ply
1 2965
06/23/2020
B2
W1
(a)
(a)
A
B
C
D E
FGHI
5
12
2X4(A1)
2X4
3X6
3X6
6X6
3X10
5X6 1.5X3
3X6(R)
2'18'7"
SEAT PLATE REQ.
19'1'7"
20'7"
5"
8'
4
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 19.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /650 /247 /414
F 761 /- /- /463 /380 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 128 -224
B - C 300 -1004
Chords Tens. Comp.
C - D 559 -1020
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 209 -110
I - H 302 -645
Chords Tens. Comp.
H - G 302 -645
G - F 121 -112
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 579 -828
B - G 631 -82
C - G 606 -580
Webs Tens. Comp.
G - D 1013 -707
D - F 577 -627
E - F 55 -48
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.034 C 999 360
VERT(CL): 0.070 C 999 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.021 E - -
Creep Factor: 2.0
Max TC CSI: 0.916
Max BC CSI: 0.441
Max Web CSI: 0.987
Wgt: 122.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A13
Truss Type
HIPM
Qty
1
Ply
1 2965
06/23/2020
B2
W1
(a)
(a)
A
B
C
D E
FGHI
5
12
2X4(A1)
2X4
3X6
3X6
6X6
3X10
5X6 1.5X3
3X6(R)
2'18'7"
SEAT PLATE REQ.
19'1'7"
20'7"
5"
8'
4
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 17.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /651 /266 /371
F 743 /- /- /442 /369 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 130 -207
B - C 353 -986
Chords Tens. Comp.
C - D 578 -972
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 226 -112
I - H 335 -636
Chords Tens. Comp.
H - G 335 -636
G - F 275 -245
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 611 -832
B - G 589 -72
C - G 536 -503
Webs Tens. Comp.
G - D 844 -560
D - F 550 -618
E - F 126 -110
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.028 C 999 360
VERT(CL): 0.057 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.016 E - -
Creep Factor: 2.0
Max TC CSI: 0.703
Max BC CSI: 0.446
Max Web CSI: 0.933
Wgt: 116.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A14
Truss Type
HIPM
Qty
1
Ply
1 2942
06/23/2020
B2
W1A
B
C
D E
FGHI
5
12
2X4(A1)
2X4
3X6
5X6
5X6
3X8
5X6
1.5X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
17'3'7"
20'7"
5"
7'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 17.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /651 /266 /371
F 743 /- /- /442 /369 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 130 -207
B - C 353 -986
Chords Tens. Comp.
C - D 578 -972
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 226 -112
I - H 335 -636
Chords Tens. Comp.
H - G 335 -636
G - F 275 -245
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 611 -832
B - G 589 -72
C - G 536 -503
Webs Tens. Comp.
G - D 844 -560
D - F 550 -618
E - F 126 -110
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.028 C 999 360
VERT(CL): 0.057 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.016 E - -
Creep Factor: 2.0
Max TC CSI: 0.703
Max BC CSI: 0.446
Max Web CSI: 0.933
Wgt: 116.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A14
Truss Type
HIPM
Qty
1
Ply
1 2942
06/23/2020
B2
W1A
B
C
D E
FGHI
5
12
2X4(A1)
2X4
3X6
5X6
5X6
3X8
5X6
1.5X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
17'3'7"
20'7"
5"
7'
6
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP M-30 :B2 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W5 2x4 SP #2:
:Rt Bearing Leg 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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.58
BC: From 20 plf at 0.00 to 20 plf at 8.29
BC: From 10 plf at 8.29 to 10 plf at 20.29
TC: 289 lb Conc. Load at 9.03
TC: 175 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
BC: 299 lb Conc. Load at 9.03
BC: 111 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
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 9.00 20.58
BC 75 0.00 20.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1585 /- /- /- /1325 /-
F 1639 /- /- /- /1402 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.9
F Brg Width = 3.0 Min Req = 3.0
Bearings J & F are a rigid surface.
Bearings J & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 193 -55
B - C 2053 -2329
Chords Tens. Comp.
C - D 1821 -2085
D - E 104 -118
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 53 -141
J - I 270 -216
Chords Tens. Comp.
I - H 274 -219
H - G 1655 -1570
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1401 -1560
B - H 1893 -1626
C - H 223 0
H - D 522 -303
Webs Tens. Comp.
D - G 1766 -1851
F - G 1359 -1094
E - F 3295 -3203
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.086 H 999 360
VERT(CL): 0.107 H 999 240
HORZ(LL): -0.014 G - -
HORZ(TL): 0.017 G - -
Creep Factor: 2.0
Max TC CSI: 0.805
Max BC CSI: 0.522
Max Web CSI: 0.735
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A15
Truss Type
HIPM
Qty
1
Ply
1 2933
06/23/2020
T2
B2
W1
W5
(a)
(a)
A
B
C D E
F
GHIJ
5
12
2X4(A1)
3X6
4X6
4X6
5X6
6X8
4X4 3X6(R)
2X4
4X8(R)
2'18'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'7"
20'3"8 3"8
20'7"
2'
5"
2'
2
"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
2'
175#
2'
175#
2'
175#
299#111#111#111#111#111#
1'2"12
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP M-30 :B2 2x6 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W5 2x4 SP #2:
:Rt Bearing Leg 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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.58
BC: From 20 plf at 0.00 to 20 plf at 8.29
BC: From 10 plf at 8.29 to 10 plf at 20.29
TC: 289 lb Conc. Load at 9.03
TC: 175 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
BC: 299 lb Conc. Load at 9.03
BC: 111 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
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 9.00 20.58
BC 75 0.00 20.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1585 /- /- /- /1325 /-
F 1639 /- /- /- /1402 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.9
F Brg Width = 3.0 Min Req = 3.0
Bearings J & F are a rigid surface.
Bearings J & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 193 -55
B - C 2053 -2329
Chords Tens. Comp.
C - D 1821 -2085
D - E 104 -118
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 53 -141
J - I 270 -216
Chords Tens. Comp.
I - H 274 -219
H - G 1655 -1570
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1401 -1560
B - H 1893 -1626
C - H 223 0
H - D 522 -303
Webs Tens. Comp.
D - G 1766 -1851
F - G 1359 -1094
E - F 3295 -3203
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.086 H 999 360
VERT(CL): 0.107 H 999 240
HORZ(LL): -0.014 G - -
HORZ(TL): 0.017 G - -
Creep Factor: 2.0
Max TC CSI: 0.805
Max BC CSI: 0.522
Max Web CSI: 0.735
Wgt: 114.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A15
Truss Type
HIPM
Qty
1
Ply
1 2933
06/23/2020
T2
B2
W1
W5
(a)
(a)
A
B
C D E
F
GHIJ
5
12
2X4(A1)
3X6
4X6
4X6
5X6
6X8
4X4 3X6(R)
2X4
4X8(R)
2'18'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'7"
20'3"8 3"8
20'7"
2'
5"
2'
2
"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
2'
175#
2'
175#
2'
175#
299#111#111#111#111#111#
1'2"12
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 15.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 948 /- /- /649 /283 /327
G 739 /- /- /424 /403 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 155 -250
B - C 461 -1018
C - D 291 -599
Chords Tens. Comp.
D - E 308 -543
E - F 370 -478
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 244 -125
J - I 173 -472
Chords Tens. Comp.
I - H 877 -701
H - G 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 604 -847
B - I 775 -302
I - C 143 -23
C - H 373 -455
Webs Tens. Comp.
E - H 316 -199
H - F 736 -569
F - G 584 -698
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 C 999 360
VERT(CL): 0.048 C 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 H - -
Creep Factor: 2.0
Max TC CSI: 0.465
Max BC CSI: 0.517
Max Web CSI: 0.730
Wgt: 119.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A16
Truss Type
HIPM
Qty
1
Ply
1 2927
06/23/2020
W1A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
5X8
3X4
3X6
5X6
3X8
3X4(R)
3X6
2'18'7"
SEAT PLATE REQ.
15'5'7"
20'7"
5"
6'
8
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 15.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 948 /- /- /649 /283 /327
G 739 /- /- /424 /403 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 155 -250
B - C 461 -1018
C - D 291 -599
Chords Tens. Comp.
D - E 308 -543
E - F 370 -478
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 244 -125
J - I 173 -472
Chords Tens. Comp.
I - H 877 -701
H - G 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 604 -847
B - I 775 -302
I - C 143 -23
C - H 373 -455
Webs Tens. Comp.
E - H 316 -199
H - F 736 -569
F - G 584 -698
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 C 999 360
VERT(CL): 0.048 C 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 H - -
Creep Factor: 2.0
Max TC CSI: 0.465
Max BC CSI: 0.517
Max Web CSI: 0.730
Wgt: 119.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A16
Truss Type
HIPM
Qty
1
Ply
1 2927
06/23/2020
W1A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
5X8
3X4
3X6
5X6
3X8
3X4(R)
3X6
2'18'7"
SEAT PLATE REQ.
15'5'7"
20'7"
5"
6'
8
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 960 /- /- /653 /302 /283
F 728 /- /- /400 /428 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 106 -317
B - C 126 -281
Chords Tens. Comp.
C - D 419 -773
D - E 480 -647
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 303 -89
I - H 781 -725
Chords Tens. Comp.
H - G 781 -725
G - F 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 285 -209
I - C 709 -968
C - G 258 -140
Webs Tens. Comp.
D - G 357 -227
G - E 807 -599
E - F 566 -676
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 D 999 360
VERT(CL): 0.045 D 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.017 C - -
Creep Factor: 2.0
Max TC CSI: 0.941
Max BC CSI: 0.967
Max Web CSI: 0.944
Wgt: 111.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A17
Truss Type
HIPM
Qty
1
Ply
1 2912
06/23/2020
W1A
B
C
D E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6 3X6
3X4
5X6(R)
3X8
3X6(R)
3X6
2'18'7"
SEAT PLATE REQ.
13'7'7"
20'7"
5"
5'
1
0
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 960 /- /- /653 /302 /283
F 728 /- /- /400 /428 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 106 -317
B - C 126 -281
Chords Tens. Comp.
C - D 419 -773
D - E 480 -647
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 303 -89
I - H 781 -725
Chords Tens. Comp.
H - G 781 -725
G - F 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 285 -209
I - C 709 -968
C - G 258 -140
Webs Tens. Comp.
D - G 357 -227
G - E 807 -599
E - F 566 -676
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.022 D 999 360
VERT(CL): 0.045 D 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.017 C - -
Creep Factor: 2.0
Max TC CSI: 0.941
Max BC CSI: 0.967
Max Web CSI: 0.944
Wgt: 111.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A17
Truss Type
HIPM
Qty
1
Ply
1 2912
06/23/2020
W1A
B
C
D E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6 3X6
3X4
5X6(R)
3X8
3X6(R)
3X6
2'18'7"
SEAT PLATE REQ.
13'7'7"
20'7"
5"
5'
1
0
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 11.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /637 /546 /338
F 739 /- /- /395 /530 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 151 -226
B - C 531 -972
Chords Tens. Comp.
C - D 593 -798
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 249 -162
I - H 358 -595
Chords Tens. Comp.
H - G 358 -595
G - F 549 -443
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 693 -833
B - G 515 -166
C - G 273 -100
Webs Tens. Comp.
G - D 364 -213
D - F 622 -770
E - F 144 -125
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.020 I 999 360
VERT(CL): 0.040 C 999 240
HORZ(LL): -0.011 F - -
HORZ(TL): 0.012 F - -
Creep Factor: 2.0
Max TC CSI: 0.875
Max BC CSI: 0.553
Max Web CSI: 0.651
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A18
Truss Type
HIPM
Qty
1
Ply
1 2930
06/23/2020
B2
W1A
B
C D E
FGHI
5
12
2X4(A1)
2X4
3X6
3X6
5X6
3X8
3X4 1.5X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
11'9'7"
20'7"
5"
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 11.00 20.58
BC 75 0.00 20.58
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 948 /- /- /637 /546 /338
F 739 /- /- /395 /530 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 151 -226
B - C 531 -972
Chords Tens. Comp.
C - D 593 -798
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 249 -162
I - H 358 -595
Chords Tens. Comp.
H - G 358 -595
G - F 549 -443
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 693 -833
B - G 515 -166
C - G 273 -100
Webs Tens. Comp.
G - D 364 -213
D - F 622 -770
E - F 144 -125
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.020 I 999 360
VERT(CL): 0.040 C 999 240
HORZ(LL): -0.011 F - -
HORZ(TL): 0.012 F - -
Creep Factor: 2.0
Max TC CSI: 0.875
Max BC CSI: 0.553
Max Web CSI: 0.651
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
A18
Truss Type
HIPM
Qty
1
Ply
1 2930
06/23/2020
B2
W1A
B
C D E
FGHI
5
12
2X4(A1)
2X4
3X6
3X6
5X6
3X8
3X4 1.5X4
3X6(R)
2'18'7"
SEAT PLATE REQ.
11'9'7"
20'7"
5"
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30:
Bot chord 2x4 SP #2 :B1 2x4 SP 2400f-2.0E:
:B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 11.17 44.42
BC 81 -0.00 30.32
BC 68 30.32 44.27
BC 66 44.27 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
X 2301 /- /- /1173 /951 /298
L 2238 /- /- /1053 /980 /-
Wind reactions based on MWFRS
X Brg Width = 3.0 Min Req = 3.0
L Brg Width = - Min Req = -
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 102 -166
B - C 1432 -2460
C - D 1411 -2215
D - E 1828 -2983
E - F 1961 -3185
Chords Tens. Comp.
F - G 1961 -3185
G - H 1965 -3191
H - I 1965 -3191
I - J 1510 -2424
J - K 811 -1317
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
W - V 1634 -1077
V - U 2687 -1536
U - T 2687 -1536
T - S 55 -37
R - Q 2471 -1380
Chords Tens. Comp.
Q - O 1160 -664
P - N 14 -10
O - M 1145 -655
N - L 22 -19
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - X 2094 -1064
X - A 1529 -2459
X - W 2094 -1064
W - B 1408 -2478
B - V 899 -289
C - V 579 -203
V - D 630 -951
D - T 598 -262
T - E 551 -639
T - R 2966 -1651
E - R 272 -179
Webs Tens. Comp.
G - R 449 -472
R - S 133 0
R - I 1131 -663
I - Q 938 -1304
Q - J 1974 -1067
P - O 0 -90
M - N 208 0
M - J 982 -1425
M - K 1987 -1141
M - L 20 -23
K - L 1350 -2189
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.237 G 999 360
VERT(CL): 0.431 G 999 294
HORZ(LL): -0.158 L - -
HORZ(TL): 0.194 L - -
Creep Factor: 2.0
Max TC CSI: 0.729
Max BC CSI: 0.991
Max Web CSI: 0.935
Wgt: 379.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B01
Truss Type
HIPS
Qty
2
Ply
1 2972
06/23/2020
T2 T3
B1
B2
W1
W6
(a)
(a)(a)(a)
(a)
(a)(a)(a)(a)
(a)(a)
(a)
A
B
C D E F G H I J
K
L
M
N
OPQ
RSTUVW
X
5
12
5X6
3X4
5X6(R)
5X6
3X8 H0308
3X4
7X8
3X4 1.5X4
5X8
2X4
4X4
1.5X3
1.5X4
6X8
1.5X4
6X8
5X6
3X6(R)
49'3"
SEAT PLATE REQ.
11'5"8 33'3"4'6"8
30'5"10 13'5'5"143"8
2'
2'10"12 7'
9
"
5
1'
9'
8
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2, T3 2x4 SP M-30:
Bot chord 2x4 SP #2 :B1 2x4 SP 2400f-2.0E:
:B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 11.17 44.42
BC 81 -0.00 30.32
BC 68 30.32 44.27
BC 66 44.27 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
X 2301 /- /- /1173 /951 /298
L 2238 /- /- /1053 /980 /-
Wind reactions based on MWFRS
X Brg Width = 3.0 Min Req = 3.0
L Brg Width = - Min Req = -
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 102 -166
B - C 1432 -2460
C - D 1411 -2215
D - E 1828 -2983
E - F 1961 -3185
Chords Tens. Comp.
F - G 1961 -3185
G - H 1965 -3191
H - I 1965 -3191
I - J 1510 -2424
J - K 811 -1317
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
W - V 1634 -1077
V - U 2687 -1536
U - T 2687 -1536
T - S 55 -37
R - Q 2471 -1380
Chords Tens. Comp.
Q - O 1160 -664
P - N 14 -10
O - M 1145 -655
N - L 22 -19
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - X 2094 -1064
X - A 1529 -2459
X - W 2094 -1064
W - B 1408 -2478
B - V 899 -289
C - V 579 -203
V - D 630 -951
D - T 598 -262
T - E 551 -639
T - R 2966 -1651
E - R 272 -179
Webs Tens. Comp.
G - R 449 -472
R - S 133 0
R - I 1131 -663
I - Q 938 -1304
Q - J 1974 -1067
P - O 0 -90
M - N 208 0
M - J 982 -1425
M - K 1987 -1141
M - L 20 -23
K - L 1350 -2189
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.237 G 999 360
VERT(CL): 0.431 G 999 294
HORZ(LL): -0.158 L - -
HORZ(TL): 0.194 L - -
Creep Factor: 2.0
Max TC CSI: 0.729
Max BC CSI: 0.991
Max Web CSI: 0.935
Wgt: 379.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B01
Truss Type
HIPS
Qty
2
Ply
1 2972
06/23/2020
T2 T3
B1
B2
W1
W6
(a)
(a)(a)(a)
(a)
(a)(a)(a)(a)
(a)(a)
(a)
A
B
C D E F G H I J
K
L
M
N
OPQ
RSTUVW
X
5
12
5X6
3X4
5X6(R)
5X6
3X8 H0308
3X4
7X8
3X4 1.5X4
5X8
2X4
4X4
1.5X3
1.5X4
6X8
1.5X4
6X8
5X6
3X6(R)
49'3"
SEAT PLATE REQ.
11'5"8 33'3"4'6"8
30'5"10 13'5'5"143"8
2'
2'10"12 7'
9
"
5
1'
9'
8
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
:B4 2x4 SP #2:
Webs 2x4 SP #3 :W1, W7 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 13.17 42.42
BC 83 -0.00 30.32
BC 89 30.32 43.61
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 2255 /- /- /1189 /949 /326
L 2264 /- /- /1068 /978 /-
Wind reactions based on MWFRS
W Brg Width = 3.0 Min Req = 3.0
L Brg Width = - Min Req = -
Bearing W is a rigid surface.
Bearing W requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1104 -2019
B - C 1493 -2503
C - D 1477 -2241
D - E 1740 -2791
E - F 1832 -2920
Chords Tens. Comp.
F - G 1832 -2920
G - H 1834 -2924
H - I 1493 -2343
I - J 1047 -1443
J - K 890 -1458
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
V - U 171 -218
U - T 1834 -1131
T - S 2605 -1468
S - R 2605 -1468
Chords Tens. Comp.
R - Q 35 -33
P - O 2383 -1302
O - M 1442 -801
N - L 6 -9
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - W 113 0
A - U 2114 -1103
W - A 1776 -2531
W - V 113 0
U - B 728 -1083
B - T 602 -246
C - T 574 -210
T - D 509 -777
D - R 399 -152
R - E 476 -543
R - P 2811 -1519
E - P 217 -156
Webs Tens. Comp.
G - P 348 -367
P - Q 71 0
P - H 986 -571
H - O 875 -1213
O - I 1689 -885
I - M 530 -1059
M - N 111 0
M - J 425 -284
M - K 2015 -1137
M - L 9 -6
K - L 1366 -2212
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.208 G 999 360
VERT(CL): 0.379 G 999 294
HORZ(LL): -0.147 L - -
HORZ(TL): 0.182 M - -
Creep Factor: 2.0
Max TC CSI: 0.695
Max BC CSI: 0.988
Max Web CSI: 0.995
Wgt: 397.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B02
Truss Type
HIPS
Qty
1
Ply
1 2976
06/23/2020
B2 B4
W1
W7
(a)
(a)
(a)(a)
(a)
(a)(a)(a)(a)(a)(a)
(a)
(a)
A
B
C D E F G H I J
K
L
M NO
PQRSTUV
W
5
12
5X10
2X4
1.5X4
3X4
5X6
3X8
3X4
7X8
3X4 1.5X4
5X8
2X4
3X4
5X6
6X8
2X4
1.5X4
5X6
3X6(R)
49'3"
SEAT PLATE REQ.
13'5"8 29'3"6'6"8
30'5"10 13'5'5"143"8
2'
2'10"12 7'
9
"
5
1'
10
'
6
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
:B4 2x4 SP #2:
Webs 2x4 SP #3 :W1, W7 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 13.17 42.42
BC 83 -0.00 30.32
BC 89 30.32 43.61
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 2255 /- /- /1189 /949 /326
L 2264 /- /- /1068 /978 /-
Wind reactions based on MWFRS
W Brg Width = 3.0 Min Req = 3.0
L Brg Width = - Min Req = -
Bearing W is a rigid surface.
Bearing W requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1104 -2019
B - C 1493 -2503
C - D 1477 -2241
D - E 1740 -2791
E - F 1832 -2920
Chords Tens. Comp.
F - G 1832 -2920
G - H 1834 -2924
H - I 1493 -2343
I - J 1047 -1443
J - K 890 -1458
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
V - U 171 -218
U - T 1834 -1131
T - S 2605 -1468
S - R 2605 -1468
Chords Tens. Comp.
R - Q 35 -33
P - O 2383 -1302
O - M 1442 -801
N - L 6 -9
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - W 113 0
A - U 2114 -1103
W - A 1776 -2531
W - V 113 0
U - B 728 -1083
B - T 602 -246
C - T 574 -210
T - D 509 -777
D - R 399 -152
R - E 476 -543
R - P 2811 -1519
E - P 217 -156
Webs Tens. Comp.
G - P 348 -367
P - Q 71 0
P - H 986 -571
H - O 875 -1213
O - I 1689 -885
I - M 530 -1059
M - N 111 0
M - J 425 -284
M - K 2015 -1137
M - L 9 -6
K - L 1366 -2212
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.208 G 999 360
VERT(CL): 0.379 G 999 294
HORZ(LL): -0.147 L - -
HORZ(TL): 0.182 M - -
Creep Factor: 2.0
Max TC CSI: 0.695
Max BC CSI: 0.988
Max Web CSI: 0.995
Wgt: 397.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B02
Truss Type
HIPS
Qty
1
Ply
1 2976
06/23/2020
B2 B4
W1
W7
(a)
(a)
(a)(a)
(a)
(a)(a)(a)(a)(a)(a)
(a)
(a)
A
B
C D E F G H I J
K
L
M NO
PQRSTUV
W
5
12
5X10
2X4
1.5X4
3X4
5X6
3X8
3X4
7X8
3X4 1.5X4
5X8
2X4
3X4
5X6
6X8
2X4
1.5X4
5X6
3X6(R)
49'3"
SEAT PLATE REQ.
13'5"8 29'3"6'6"8
30'5"10 13'5'5"143"8
2'
2'10"12 7'
9
"
5
1'
10
'
6
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6, W15 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
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 15.17 29.25
BC 93 -0.00 30.32
BC 100 30.32 43.59
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
X 2208 /- /- /1127 /628 /416
K 2138 /- /- /1207 /617 /-
Wind reactions based on MWFRS
X Brg Width = 3.0 Min Req = 3.0
K Brg Width = - Min Req = -
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1260 -2130
B - C 1563 -2445
C - D 1581 -2372
D - E 1731 -2463
E - F 1809 -2619
Chords Tens. Comp.
F - G 1848 -2919
G - H 1900 -3134
H - I 1893 -3267
I - J 1699 -2956
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
W - V 252 -184
V - U 1918 -964
U - T 2169 -1012
T - S 2169 -1012
S - R 89 -54
Chords Tens. Comp.
Q - P 2877 -1462
R - O 60 -42
P - N 2938 -1504
N - L 2706 -1491
M - K 33 -17
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - X 124 0
A - V 2114 -1042
X - A 2250 -2690
X - W 124 0
V - B 644 -889
B - U 364 -151
D - U 184 -94
D - S 547 -370
S - E 554 -657
S - Q 2416 -1140
E - Q 302 -173
Webs Tens. Comp.
Q - R 195 0
Q - F 677 -291
Q - G 356 -454
P - O 45 -76
G - N 167 -17
N - I 271 -65
I - L 479 -666
L - M 108 0
L - J 2796 -1535
L - K 9 -20
J - K 1269 -2080
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.207 Q 999 360
VERT(CL): 0.392 Q 999 294
HORZ(LL): 0.125 K - -
HORZ(TL): 0.237 K - -
Creep Factor: 2.0
Max TC CSI: 0.774
Max BC CSI: 0.981
Max Web CSI: 0.976
Wgt: 359.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B03
Truss Type
HIPS
Qty
1
Ply
1 2983
06/23/2020
B3
W1
W6
W15(a)
(a)
(a)(a)
(a)
(a)A
B
C
D E F
G
H
I
J
K
LMN
OPQRSTUVW
X
5
12
6X8
2X4
4X6
3X6
5X8
4X6 7X8
5X8
1.5X4
5X6
1.5X4
1.5X3
3X6
6X10
1.5X4
4X6
3X6(R)
49'3"
SEAT PLATE REQ.
15'5"8 14'1"19'8"8
30'5"10 13'5'5"143"8
2'
2'10"12
3'
1
"
8
1'
11
'
4
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6, W15 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
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 15.17 29.25
BC 93 -0.00 30.32
BC 100 30.32 43.59
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
X 2208 /- /- /1127 /628 /416
K 2138 /- /- /1207 /617 /-
Wind reactions based on MWFRS
X Brg Width = 3.0 Min Req = 3.0
K Brg Width = - Min Req = -
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1260 -2130
B - C 1563 -2445
C - D 1581 -2372
D - E 1731 -2463
E - F 1809 -2619
Chords Tens. Comp.
F - G 1848 -2919
G - H 1900 -3134
H - I 1893 -3267
I - J 1699 -2956
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
W - V 252 -184
V - U 1918 -964
U - T 2169 -1012
T - S 2169 -1012
S - R 89 -54
Chords Tens. Comp.
Q - P 2877 -1462
R - O 60 -42
P - N 2938 -1504
N - L 2706 -1491
M - K 33 -17
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - X 124 0
A - V 2114 -1042
X - A 2250 -2690
X - W 124 0
V - B 644 -889
B - U 364 -151
D - U 184 -94
D - S 547 -370
S - E 554 -657
S - Q 2416 -1140
E - Q 302 -173
Webs Tens. Comp.
Q - R 195 0
Q - F 677 -291
Q - G 356 -454
P - O 45 -76
G - N 167 -17
N - I 271 -65
I - L 479 -666
L - M 108 0
L - J 2796 -1535
L - K 9 -20
J - K 1269 -2080
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.207 Q 999 360
VERT(CL): 0.392 Q 999 294
HORZ(LL): 0.125 K - -
HORZ(TL): 0.237 K - -
Creep Factor: 2.0
Max TC CSI: 0.774
Max BC CSI: 0.981
Max Web CSI: 0.976
Wgt: 359.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B03
Truss Type
HIPS
Qty
1
Ply
1 2983
06/23/2020
B3
W1
W6
W15(a)
(a)
(a)(a)
(a)
(a)A
B
C
D E F
G
H
I
J
K
LMN
OPQRSTUVW
X
5
12
6X8
2X4
4X6
3X6
5X8
4X6 7X8
5X8
1.5X4
5X6
1.5X4
1.5X3
3X6
6X10
1.5X4
4X6
3X6(R)
49'3"
SEAT PLATE REQ.
15'5"8 14'1"19'8"8
30'5"10 13'5'5"143"8
2'
2'10"12
3'
1
"
8
1'
11
'
4
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
:T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #2 :B3 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6, W8, W15 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
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 14.36 30.06
BC 91 -0.00 30.32
BC 98 30.32 43.59
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 2206 /- /- /1126 /648 /403
X 2135 /- /- /1206 /634 /-
Wind reactions based on MWFRS
W Brg Width = 3.0 Min Req = 3.0
X Brg Width = 8.0 Min Req = 2.5
Bearings W & X are a rigid surface.
Bearings W & X require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1237 -2069
B - C 1578 -2438
C - D 1771 -2543
D - E 1835 -2662
Chords Tens. Comp.
E - F 1875 -2960
F - G 1906 -3151
G - H 1896 -3253
H - I 1700 -2945
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
V - U 240 -174
U - T 1867 -948
T - S 2169 -1027
S - R 2169 -1027
R - Q 107 -43
Chords Tens. Comp.
P - O 2758 -1472
Q - N 82 -30
O - M 2934 -1522
M - K 2693 -1491
L - J 35 -16
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - W 118 0
A - U 2092 -1045
W - A 2166 -2616
W - V 118 0
U - B 661 -943
B - T 447 -180
C - T 209 -99
C - R 632 -416
R - D 582 -647
R - P 2471 -1210
D - P 258 -168
Webs Tens. Comp.
P - Q 285 -41
P - E 675 -279
P - F 314 -385
O - N 93 -207
F - M 182 -42
M - H 286 -76
H - K 470 -662
K - L 108 0
K - I 2782 -1534
K - J 7 -21
I - J 1274 -2076
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.195 P 999 360
VERT(CL): 0.369 P 999 294
HORZ(LL): 0.126 J - -
HORZ(TL): 0.239 J - -
Creep Factor: 2.0
Max TC CSI: 0.682
Max BC CSI: 0.999
Max Web CSI: 0.942
Wgt: 357.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B04
Truss Type
HIPS
Qty
1
Ply
1 3365
06/23/2020
T2
T3
B3
W1
W6
W8
W15(a)
(a)
(a)(a)(a)
(a)
(a)(a)A
B
C D E
F
G
H
I
J
K LM
NOP
Q
RSTUV
W
X
5
12
6X8
2X4
2X4 4X6
5X8
4X6 7X8
5X8
1.5X4
5X6
1.5X4
1.5X4
3X6
6X10
1.5X4
4X6
3X6(R)
49'3"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
30'5"10 13'5'5"143"8
2'
2'10"12
3'
1
"
8
1'
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
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
:T3 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #2 :B3 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6, W8, W15 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
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 14.36 30.06
BC 91 -0.00 30.32
BC 98 30.32 43.59
BC 64 43.61 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 2206 /- /- /1126 /648 /403
X 2135 /- /- /1206 /634 /-
Wind reactions based on MWFRS
W Brg Width = 3.0 Min Req = 3.0
X Brg Width = 8.0 Min Req = 2.5
Bearings W & X are a rigid surface.
Bearings W & X require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1237 -2069
B - C 1578 -2438
C - D 1771 -2543
D - E 1835 -2662
Chords Tens. Comp.
E - F 1875 -2960
F - G 1906 -3151
G - H 1896 -3253
H - I 1700 -2945
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
V - U 240 -174
U - T 1867 -948
T - S 2169 -1027
S - R 2169 -1027
R - Q 107 -43
Chords Tens. Comp.
P - O 2758 -1472
Q - N 82 -30
O - M 2934 -1522
M - K 2693 -1491
L - J 35 -16
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - W 118 0
A - U 2092 -1045
W - A 2166 -2616
W - V 118 0
U - B 661 -943
B - T 447 -180
C - T 209 -99
C - R 632 -416
R - D 582 -647
R - P 2471 -1210
D - P 258 -168
Webs Tens. Comp.
P - Q 285 -41
P - E 675 -279
P - F 314 -385
O - N 93 -207
F - M 182 -42
M - H 286 -76
H - K 470 -662
K - L 108 0
K - I 2782 -1534
K - J 7 -21
I - J 1274 -2076
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.195 P 999 360
VERT(CL): 0.369 P 999 294
HORZ(LL): 0.126 J - -
HORZ(TL): 0.239 J - -
Creep Factor: 2.0
Max TC CSI: 0.682
Max BC CSI: 0.999
Max Web CSI: 0.942
Wgt: 357.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B04
Truss Type
HIPS
Qty
1
Ply
1 3365
06/23/2020
T2
T3
B3
W1
W6
W8
W15(a)
(a)
(a)(a)(a)
(a)
(a)(a)A
B
C D E
F
G
H
I
J
K LM
NOP
Q
RSTUV
W
X
5
12
6X8
2X4
2X4 4X6
5X8
4X6 7X8
5X8
1.5X4
5X6
1.5X4
1.5X4
3X6
6X10
1.5X4
4X6
3X6(R)
49'3"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
30'5"10 13'5'5"143"8
2'
2'10"12
3'
1
"
8
1'
11
'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.36 30.06
BC 90 -0.00 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
T 2054 /- /- /1126 /648 /403
U 2081 /- /- /1206 /634 /-
Wind reactions based on MWFRS
T Brg Width = 3.0 Min Req = 3.0
U Brg Width = 8.0 Min Req = 2.5
Bearings T & U are a rigid surface.
Bearings T & U require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1237 -1934
B - C 1578 -2304
C - D 1773 -2452
D - E 1773 -2452
Chords Tens. Comp.
E - F 1739 -2614
F - G 1673 -2604
G - H 1667 -2699
H - I 136 -92
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
S - R 240 -174
R - Q 1753 -949
Q - P 2058 -1026
P - O 2058 -1026
O - N 2355 -1166
Chords Tens. Comp.
N - M 2355 -1166
M - L 2480 -1330
L - K 2480 -1330
K - J 2145 -1216
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - T 119 0
A - R 1969 -1045
T - A 2165 -2436
T - S 119 0
R - B 662 -892
B - Q 453 -180
C - Q 208 -140
C - O 665 -420
Webs Tens. Comp.
D - O 496 -510
O - E 274 -211
E - M 490 -127
M - F 269 -267
F - K 221 -195
K - H 562 -112
H - J 1588 -2804
I - J 244 -174
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.163 D 999 360
VERT(CL): 0.322 D 999 294
HORZ(LL): 0.095 H - -
HORZ(TL): 0.173 J - -
Creep Factor: 2.0
Max TC CSI: 0.819
Max BC CSI: 0.991
Max Web CSI: 0.934
Wgt: 333.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B05
Truss Type
HIPS
Qty
1
Ply
1 3357
06/23/2020
B3
B4
W1
W6
W6
(a)
(a)
(a)(a)(a)(a)
(a)(a)
(a)
(a)
A
B
C D E
F
G
H
I
JKLMNOPQRS
T
U
5
12
6X8
2X4
2X4 4X6
3X4
5X8
3X4 4X6
1.5X4
3X8 4X6
5X8
3X4 4X6
3X4
3X6
3X4
3X10
1.5X3
4X6(R)
49'3"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
48'11"83"8
2'
2'10"12
3'
1
"
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.36 30.06
BC 90 -0.00 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
T 2054 /- /- /1126 /648 /403
U 2081 /- /- /1206 /634 /-
Wind reactions based on MWFRS
T Brg Width = 3.0 Min Req = 3.0
U Brg Width = 8.0 Min Req = 2.5
Bearings T & U are a rigid surface.
Bearings T & U require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1237 -1934
B - C 1578 -2304
C - D 1773 -2452
D - E 1773 -2452
Chords Tens. Comp.
E - F 1739 -2614
F - G 1673 -2604
G - H 1667 -2699
H - I 136 -92
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
S - R 240 -174
R - Q 1753 -949
Q - P 2058 -1026
P - O 2058 -1026
O - N 2355 -1166
Chords Tens. Comp.
N - M 2355 -1166
M - L 2480 -1330
L - K 2480 -1330
K - J 2145 -1216
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - T 119 0
A - R 1969 -1045
T - A 2165 -2436
T - S 119 0
R - B 662 -892
B - Q 453 -180
C - Q 208 -140
C - O 665 -420
Webs Tens. Comp.
D - O 496 -510
O - E 274 -211
E - M 490 -127
M - F 269 -267
F - K 221 -195
K - H 562 -112
H - J 1588 -2804
I - J 244 -174
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.163 D 999 360
VERT(CL): 0.322 D 999 294
HORZ(LL): 0.095 H - -
HORZ(TL): 0.173 J - -
Creep Factor: 2.0
Max TC CSI: 0.819
Max BC CSI: 0.991
Max Web CSI: 0.934
Wgt: 333.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B05
Truss Type
HIPS
Qty
1
Ply
1 3357
06/23/2020
B3
B4
W1
W6
W6
(a)
(a)
(a)(a)(a)(a)
(a)(a)
(a)
(a)
A
B
C D E
F
G
H
I
JKLMNOPQRS
T
U
5
12
6X8
2X4
2X4 4X6
3X4
5X8
3X4 4X6
1.5X4
3X8 4X6
5X8
3X4 4X6
3X4
3X6
3X4
3X10
1.5X3
4X6(R)
49'3"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
48'11"83"8
2'
2'10"12
3'
1
"
8
11
'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 14.36 30.06
BC 105 -0.00 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
Negative reaction(s) of -182# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
T 1639 /- /- /960 /534 /403
K 2556 /- /- /1368 /834 /-
K* 10 /-5 /- /5 /- /-
U 105 /-182 /- /92 /96 /-
Wind reactions based on MWFRS
T Brg Width = 3.0 Min Req = 3.0
K Brg Width = 8.0 Min Req = 3.0
K Brg Width = 84.0 Min Req = -
U Brg Width = 8.0 Min Req = 1.5
Bearings T, K, K, & U are a rigid surface.
Bearings T, K, K, & U require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 985 -1513
B - C 1213 -1695
C - D 1255 -1584
D - E 1255 -1584
Chords Tens. Comp.
E - F 979 -1353
F - G 470 -93
G - H 440 -105
H - I 513 -307
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
S - R 236 -174
R - Q 1355 -711
Q - P 1497 -690
P - O 1497 -690
O - N 1194 -473
Chords Tens. Comp.
N - M 1194 -473
M - L 574 -215
L - K 574 -215
K - J 58 -72
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - T 119 0
A - R 1513 -776
T - A 1940 -2078
T - S 119 0
R - B 511 -653
B - Q 209 -106
C - Q 211 -46
C - O 213 -178
Webs Tens. Comp.
D - O 494 -510
O - E 665 -469
E - M 462 -523
M - F 1018 -461
F - K 1174 -1968
K - H 544 -468
K - I 432 -440
I - J 234 -74
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.083 D 999 360
VERT(CL): 0.168 D 999 246
HORZ(LL): 0.095 H - -
HORZ(TL): 0.135 K - -
Creep Factor: 2.0
Max TC CSI: 0.930
Max BC CSI: 0.997
Max Web CSI: 0.945
Wgt: 333.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B06
Truss Type
SPEC
Qty
1
Ply
1 3350
06/23/2020
B3 B4
W1
W6
W6
(a)
(a)(a)(a)(a)
(a)
(a)
A
B
C D E
F
G
H
I
JKLMNOPQRS
T
U
5
12
4X10
2X4
2X4 4X4
3X4
5X8
3X4
1.5X4
3X8
5X8
3X4
3X6
5X8
1.5X4
3X4(R)
3X6
41'3"4"7'8"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
48'11"83"8
49'3"
2'
2'10"12
3'
1
"
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3, B4 2x4 SP M-30:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
All plates are 4X6 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 14.36 30.06
BC 105 -0.00 48.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
Negative reaction(s) of -182# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
WARNING: Furnish a copy of this DWG to the installation contractor. Special care
must be taken during handling, shipping and installation of trusses. See
"WARNING" note below.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
T 1639 /- /- /960 /534 /403
K 2556 /- /- /1368 /834 /-
K* 10 /-5 /- /5 /- /-
U 105 /-182 /- /92 /96 /-
Wind reactions based on MWFRS
T Brg Width = 3.0 Min Req = 3.0
K Brg Width = 8.0 Min Req = 3.0
K Brg Width = 84.0 Min Req = -
U Brg Width = 8.0 Min Req = 1.5
Bearings T, K, K, & U are a rigid surface.
Bearings T, K, K, & U require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 985 -1513
B - C 1213 -1695
C - D 1255 -1584
D - E 1255 -1584
Chords Tens. Comp.
E - F 979 -1353
F - G 470 -93
G - H 440 -105
H - I 513 -307
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
S - R 236 -174
R - Q 1355 -711
Q - P 1497 -690
P - O 1497 -690
O - N 1194 -473
Chords Tens. Comp.
N - M 1194 -473
M - L 574 -215
L - K 574 -215
K - J 58 -72
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - T 119 0
A - R 1513 -776
T - A 1940 -2078
T - S 119 0
R - B 511 -653
B - Q 209 -106
C - Q 211 -46
C - O 213 -178
Webs Tens. Comp.
D - O 494 -510
O - E 665 -469
E - M 462 -523
M - F 1018 -461
F - K 1174 -1968
K - H 544 -468
K - I 432 -440
I - J 234 -74
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.93 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.083 D 999 360
VERT(CL): 0.168 D 999 246
HORZ(LL): 0.095 H - -
HORZ(TL): 0.135 K - -
Creep Factor: 2.0
Max TC CSI: 0.930
Max BC CSI: 0.997
Max Web CSI: 0.945
Wgt: 333.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B06
Truss Type
SPEC
Qty
1
Ply
1 3350
06/23/2020
B3 B4
W1
W6
W6
(a)
(a)(a)(a)(a)
(a)
(a)
A
B
C D E
F
G
H
I
JKLMNOPQRS
T
U
5
12
4X10
2X4
2X4 4X4
3X4
5X8
3X4
1.5X4
3X8
5X8
3X4
3X6
5X8
1.5X4
3X4(R)
3X6
41'3"4"7'8"SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 18'10"13
48'11"83"8
49'3"
2'
2'10"12
3'
1
"
8
11
'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.36 30.06
BC 93 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1718 /- /- /981 /574 /327
R 1735 /- /- /926 /561 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 1.5
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 967 -1593
B - C 1238 -1810
C - D 1319 -1753
Chords Tens. Comp.
D - E 1319 -1753
E - F 1115 -1569
F - G 751 -1169
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 191 -180
O - N 1431 -896
N - M 1602 -915
M - L 1602 -915
Chords Tens. Comp.
L - K 1398 -756
K - J 1398 -756
J - I 1064 -617
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 118 0
A - O 1600 -857
Q - A 1769 -2147
Q - P 118 0
O - B 562 -699
B - N 253 -108
C - N 176 -54
C - L 264 -186
Webs Tens. Comp.
D - L 499 -517
L - E 600 -391
E - J 280 -319
J - F 607 -254
F - I 717 -975
I - G 1541 -888
G - H 1114 -1692
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.093 D 999 360
VERT(CL): 0.186 D 999 248
HORZ(LL): -0.090 B - -
HORZ(TL): 0.121 B - -
Creep Factor: 2.0
Max TC CSI: 0.773
Max BC CSI: 0.999
Max Web CSI: 0.815
Wgt: 308.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B07
Truss Type
HIPS
Qty
2
Ply
1 3340
06/23/2020
B3
W1
W6
W6
(a)
(a)(a)
(a)
(a)
(a)
(a)
(a)
(a)
A
B
C D E
F
G
HIJKLMNOP
Q
R
5
12
4X10
2X4
1.5X4 4X4
3X4
5X8
3X4 3X6
1.5X4
3X8 3X6
6X6
3X4
3X4
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 11'2"13
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.36 30.06
BC 93 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1718 /- /- /981 /574 /327
R 1735 /- /- /926 /561 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 1.5
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 967 -1593
B - C 1238 -1810
C - D 1319 -1753
Chords Tens. Comp.
D - E 1319 -1753
E - F 1115 -1569
F - G 751 -1169
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 191 -180
O - N 1431 -896
N - M 1602 -915
M - L 1602 -915
Chords Tens. Comp.
L - K 1398 -756
K - J 1398 -756
J - I 1064 -617
I - H 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 118 0
A - O 1600 -857
Q - A 1769 -2147
Q - P 118 0
O - B 562 -699
B - N 253 -108
C - N 176 -54
C - L 264 -186
Webs Tens. Comp.
D - L 499 -517
L - E 600 -391
E - J 280 -319
J - F 607 -254
F - I 717 -975
I - G 1541 -888
G - H 1114 -1692
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.093 D 999 360
VERT(CL): 0.186 D 999 248
HORZ(LL): -0.090 B - -
HORZ(TL): 0.121 B - -
Creep Factor: 2.0
Max TC CSI: 0.773
Max BC CSI: 0.999
Max Web CSI: 0.815
Wgt: 308.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B07
Truss Type
HIPS
Qty
2
Ply
1 3340
06/23/2020
B3
W1
W6
W6
(a)
(a)(a)
(a)
(a)
(a)
(a)
(a)
(a)
A
B
C D E
F
G
HIJKLMNOP
Q
R
5
12
4X10
2X4
1.5X4 4X4
3X4
5X8
3X4 3X6
1.5X4
3X8 3X6
6X6
3X4
3X4
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
14'7"13 15'8"6 11'2"13
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
11
'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.63 28.79
BC 97 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
R 1713 /- /- /981 /528 /346
S 1787 /- /- /925 /534 /-
Wind reactions based on MWFRS
R Brg Width = 3.0 Min Req = 3.0
S Brg Width = 8.0 Min Req = 2.1
Bearings R & S are a rigid surface.
Bearings R & S require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 995 -1656
B - C 1206 -1791
C - D 1234 -1772
D - E 1279 -1657
Chords Tens. Comp.
E - F 1279 -1657
F - G 1143 -1596
G - H 795 -1260
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
Q - P 208 -196
P - O 1481 -911
O - N 1481 -911
N - M 1577 -883
Chords Tens. Comp.
M - L 1412 -751
L - K 1412 -751
K - J 1141 -648
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - R 127 0
A - P 1615 -849
R - A 1906 -2269
R - Q 127 0
P - B 538 -637
B - N 186 -84
D - N 227 -61
D - M 231 -149
Webs Tens. Comp.
E - M 401 -414
M - F 483 -324
F - K 210 -223
K - G 468 -181
G - J 692 -907
J - H 1569 -884
H - I 1108 -1697
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.091 E 999 360
VERT(CL): 0.179 E 999 248
HORZ(LL): -0.099 B - -
HORZ(TL): 0.133 B - -
Creep Factor: 2.0
Max TC CSI: 0.802
Max BC CSI: 0.990
Max Web CSI: 0.803
Wgt: 312.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B08
Truss Type
HIPS
Qty
1
Ply
1 2989
06/23/2020
W1
W6
W6
(a)
(a)
(a)
(a)
(a)
(a)
(a)
(a)
A
B C
D E F
G
H
IJKLMNOPQ
R
S
5
12
4X10
2X4
2X4 4X4
3X4
3X6
3X6
5X8
3X4
1.5X3
3X8 3X6
6X6
3X4
3X4
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
15'11"13'2"12'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
11
'
6
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1, W6 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.63 28.79
BC 97 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
R 1713 /- /- /981 /528 /346
S 1787 /- /- /925 /534 /-
Wind reactions based on MWFRS
R Brg Width = 3.0 Min Req = 3.0
S Brg Width = 8.0 Min Req = 2.1
Bearings R & S are a rigid surface.
Bearings R & S require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 995 -1656
B - C 1206 -1791
C - D 1234 -1772
D - E 1279 -1657
Chords Tens. Comp.
E - F 1279 -1657
F - G 1143 -1596
G - H 795 -1260
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
Q - P 208 -196
P - O 1481 -911
O - N 1481 -911
N - M 1577 -883
Chords Tens. Comp.
M - L 1412 -751
L - K 1412 -751
K - J 1141 -648
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - R 127 0
A - P 1615 -849
R - A 1906 -2269
R - Q 127 0
P - B 538 -637
B - N 186 -84
D - N 227 -61
D - M 231 -149
Webs Tens. Comp.
E - M 401 -414
M - F 483 -324
F - K 210 -223
K - G 468 -181
G - J 692 -907
J - H 1569 -884
H - I 1108 -1697
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.091 E 999 360
VERT(CL): 0.179 E 999 248
HORZ(LL): -0.099 B - -
HORZ(TL): 0.133 B - -
Creep Factor: 2.0
Max TC CSI: 0.802
Max BC CSI: 0.990
Max Web CSI: 0.803
Wgt: 312.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B08
Truss Type
HIPS
Qty
1
Ply
1 2989
06/23/2020
W1
W6
W6
(a)
(a)
(a)
(a)
(a)
(a)
(a)
(a)
A
B C
D E F
G
H
IJKLMNOPQ
R
S
5
12
4X10
2X4
2X4 4X4
3X4
3X6
3X6
5X8
3X4
1.5X3
3X8 3X6
6X6
3X4
3X4
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
15'11"13'2"12'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
11
'
6
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 13.63 30.79
BC 82 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
R 1729 /- /- /980 /762 /316
S 1810 /- /- /925 /775 /-
Wind reactions based on MWFRS
R Brg Width = 3.0 Min Req = 3.0
S Brg Width = 8.0 Min Req = 1.5
Bearings R & S are a rigid surface.
Bearings R & S require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 951 -1561
B - C 1234 -1825
C - D 1235 -1621
D - E 1284 -1795
Chords Tens. Comp.
E - F 1284 -1795
F - G 1053 -1428
G - H 1087 -1601
H - I 93 -48
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
Q - P 181 -170
P - O 1409 -888
O - N 1781 -1024
N - M 1781 -1024
Chords Tens. Comp.
M - L 1690 -948
L - K 1690 -948
K - J 991 -607
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - R 113 0
A - P 1605 -870
R - A 1656 -2048
R - Q 113 0
P - B 581 -741
B - O 306 -112
C - O 435 -188
O - D 339 -421
Webs Tens. Comp.
D - M 152 -89
M - F 285 -69
F - K 548 -698
K - G 401 -198
K - H 778 -244
H - J 1131 -1848
I - J 184 -124
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.092 M 999 360
VERT(CL): 0.180 M 999 248
HORZ(LL): -0.095 J - -
HORZ(TL): 0.114 B - -
Creep Factor: 2.0
Max TC CSI: 0.861
Max BC CSI: 0.982
Max Web CSI: 0.905
Wgt: 308.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B09
Truss Type
HIPS
Qty
1
Ply
1 3000
06/23/2020
B3
W1
(a)
(a)(a)(a)
(a)
A
B
C D E F G
H
I
JKLMNOPQ
R
S
5
12
4X10
2X4
1.5X4 4X4
3X4
5X6
3X8 3X6
3X4 3X6
3X4 3X6
3X4
3X8
5X6
3X6
1.5X4
3X6(R)
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
13'11"17'2"10'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
10
'
8
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 13.63 30.79
BC 82 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
R 1729 /- /- /980 /762 /316
S 1810 /- /- /925 /775 /-
Wind reactions based on MWFRS
R Brg Width = 3.0 Min Req = 3.0
S Brg Width = 8.0 Min Req = 1.5
Bearings R & S are a rigid surface.
Bearings R & S require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 951 -1561
B - C 1234 -1825
C - D 1235 -1621
D - E 1284 -1795
Chords Tens. Comp.
E - F 1284 -1795
F - G 1053 -1428
G - H 1087 -1601
H - I 93 -48
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
Q - P 181 -170
P - O 1409 -888
O - N 1781 -1024
N - M 1781 -1024
Chords Tens. Comp.
M - L 1690 -948
L - K 1690 -948
K - J 991 -607
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - R 113 0
A - P 1605 -870
R - A 1656 -2048
R - Q 113 0
P - B 581 -741
B - O 306 -112
C - O 435 -188
O - D 339 -421
Webs Tens. Comp.
D - M 152 -89
M - F 285 -69
F - K 548 -698
K - G 401 -198
K - H 778 -244
H - J 1131 -1848
I - J 184 -124
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.092 M 999 360
VERT(CL): 0.180 M 999 248
HORZ(LL): -0.095 J - -
HORZ(TL): 0.114 B - -
Creep Factor: 2.0
Max TC CSI: 0.861
Max BC CSI: 0.982
Max Web CSI: 0.905
Wgt: 308.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B09
Truss Type
HIPS
Qty
1
Ply
1 3000
06/23/2020
B3
W1
(a)
(a)(a)(a)
(a)
A
B
C D E F G
H
I
JKLMNOPQ
R
S
5
12
4X10
2X4
1.5X4 4X4
3X4
5X6
3X8 3X6
3X4 3X6
3X4 3X6
3X4
3X8
5X6
3X6
1.5X4
3X6(R)
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
13'11"17'2"10'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
10
'
8
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T4 2x4 SP M-30:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.63 32.79
BC 96 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1725 /- /- /975 /764 /287
R 1782 /- /- /921 /777 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 2.1
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 888 -1423
B - C 1216 -1803
C - D 1212 -1616
D - E 1348 -1977
Chords Tens. Comp.
E - F 1348 -1977
F - G 1015 -1328
G - H 970 -1508
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 156 -156
O - N 1294 -847
N - M 1949 -1143
M - L 1949 -1143
Chords Tens. Comp.
L - K 1844 -1069
K - J 1844 -1069
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 101 0
A - O 1560 -876
Q - A 1486 -1905
Q - P 101 0
O - B 622 -853
B - N 499 -214
C - N 351 -74
Webs Tens. Comp.
N - D 374 -565
D - L 166 -45
L - F 394 -51
F - J 535 -874
J - G 231 -39
J - H 1616 -921
H - I 1141 -1659
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.098 L 999 360
VERT(CL): 0.194 L 999 248
HORZ(LL): -0.086 B - -
HORZ(TL): 0.100 B - -
Creep Factor: 2.0
Max TC CSI: 0.857
Max BC CSI: 0.984
Max Web CSI: 0.902
Wgt: 282.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B10
Truss Type
HIPS
Qty
1
Ply
1 2997
06/23/2020
T4
W1
(a)(a)(a)
(a)
(a)
(a)
A
B
C D E F G
H
IJKLMNOP
Q
R
5
12
4X10
2X4
1.5X4 4X4
3X4
5X6
3X8 3X6
3X4
3X4
3X6 3X4
H0308 4X10
5X6(R)
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
11'11"21'2"8'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
9'
1
0
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T4 2x4 SP M-30:
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.63 32.79
BC 96 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1725 /- /- /975 /764 /287
R 1782 /- /- /921 /777 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 2.1
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 888 -1423
B - C 1216 -1803
C - D 1212 -1616
D - E 1348 -1977
Chords Tens. Comp.
E - F 1348 -1977
F - G 1015 -1328
G - H 970 -1508
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 156 -156
O - N 1294 -847
N - M 1949 -1143
M - L 1949 -1143
Chords Tens. Comp.
L - K 1844 -1069
K - J 1844 -1069
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 101 0
A - O 1560 -876
Q - A 1486 -1905
Q - P 101 0
O - B 622 -853
B - N 499 -214
C - N 351 -74
Webs Tens. Comp.
N - D 374 -565
D - L 166 -45
L - F 394 -51
F - J 535 -874
J - G 231 -39
J - H 1616 -921
H - I 1141 -1659
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.098 L 999 360
VERT(CL): 0.194 L 999 248
HORZ(LL): -0.086 B - -
HORZ(TL): 0.100 B - -
Creep Factor: 2.0
Max TC CSI: 0.857
Max BC CSI: 0.984
Max Web CSI: 0.902
Wgt: 282.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B10
Truss Type
HIPS
Qty
1
Ply
1 2997
06/23/2020
T4
W1
(a)(a)(a)
(a)
(a)
(a)
A
B
C D E F G
H
IJKLMNOP
Q
R
5
12
4X10
2X4
1.5X4 4X4
3X4
5X6
3X8 3X6
3X4
3X4
3X6 3X4
H0308 4X10
5X6(R)
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
11'11"21'2"8'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
9'
1
0
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B1 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.63 34.79
BC 72 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1786 /- /- /965 /765 /257
R 1777 /- /- /912 /779 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 2.1
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 132 -126
B - C 1161 -1771
C - D 1464 -2133
D - E 1383 -1984
Chords Tens. Comp.
E - F 1383 -1984
F - G 1383 -1984
G - H 856 -1309
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 1141 -792
O - N 1598 -948
N - M 1598 -948
M - L 2142 -1267
Chords Tens. Comp.
L - K 1162 -686
K - J 1162 -686
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 1628 -877
Q - A 1310 -1865
Q - P 1628 -877
P - B 1123 -1841
B - O 778 -295
C - O 343 -359
C - M 776 -479
Webs Tens. Comp.
M - D 425 -397
D - L 139 -232
F - L 489 -511
L - G 1183 -700
G - J 717 -862
J - H 1584 -935
H - I 1145 -1689
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.124 D 999 360
VERT(CL): 0.241 D 999 248
HORZ(LL): -0.091 C - -
HORZ(TL): 0.106 C - -
Creep Factor: 2.0
Max TC CSI: 0.979
Max BC CSI: 0.988
Max Web CSI: 0.984
Wgt: 278.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B11
Truss Type
HIPS
Qty
9
Ply
1 3004
06/23/2020
B1
W1
(a)
(a)(a)(a)(a)
(a)
(a)
(a)
(a)
(a)
A
B
C D E F G
H
IJKLMNOP
Q
R
5
12
4X6
3X4
4X6(R)
3X6
5X8
3X4 3X6 3X4
3X4 3X6 1.5X4
4X8 3X6
6X8
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11"25'2"6'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
9'
0
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B1 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x4 SP #2:
:Lt Bearing Leg 2x4 SP #3:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.63 34.79
BC 72 -0.00 41.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 1786 /- /- /965 /765 /257
R 1777 /- /- /912 /779 /-
Wind reactions based on MWFRS
Q Brg Width = 3.0 Min Req = 3.0
R Brg Width = 8.0 Min Req = 2.1
Bearings Q & R are a rigid surface.
Bearings Q & R require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 132 -126
B - C 1161 -1771
C - D 1464 -2133
D - E 1383 -1984
Chords Tens. Comp.
E - F 1383 -1984
F - G 1383 -1984
G - H 856 -1309
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
P - O 1141 -792
O - N 1598 -948
N - M 1598 -948
M - L 2142 -1267
Chords Tens. Comp.
L - K 1162 -686
K - J 1162 -686
J - I 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - Q 1628 -877
Q - A 1310 -1865
Q - P 1628 -877
P - B 1123 -1841
B - O 778 -295
C - O 343 -359
C - M 776 -479
Webs Tens. Comp.
M - D 425 -397
D - L 139 -232
F - L 489 -511
L - G 1183 -700
G - J 717 -862
J - H 1584 -935
H - I 1145 -1689
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.16 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.124 D 999 360
VERT(CL): 0.241 D 999 248
HORZ(LL): -0.091 C - -
HORZ(TL): 0.106 C - -
Creep Factor: 2.0
Max TC CSI: 0.979
Max BC CSI: 0.988
Max Web CSI: 0.984
Wgt: 278.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
B11
Truss Type
HIPS
Qty
9
Ply
1 3004
06/23/2020
B1
W1
(a)
(a)(a)(a)(a)
(a)
(a)
(a)
(a)
(a)
A
B
C D E F G
H
IJKLMNOP
Q
R
5
12
4X6
3X4
4X6(R)
3X6
5X8
3X4 3X6 3X4
3X4 3X6 1.5X4
4X8 3X6
6X8
4X4
4X4(R)
3X6
41'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11"25'2"6'6"
41'3"83"8
2'
2'
1
0
"
1
2
6'
3
"
1
3
9'
0
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W5 2x4 SP #2:
:Rt Bearing Leg 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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 15.58
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 15.29
TC: 289 lb Conc. Load at 9.03
TC: 175 lb Conc. Load at 11.06,13.06,15.06
BC: 299 lb Conc. Load at 9.03
BC: 111 lb Conc. Load at 11.06,13.06,15.06
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 9.00 15.58
BC 62 0.00 15.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 1121 /- /- /- /918 /-
E 1335 /- /- /- /1177 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.0 Min Req = 3.0
Bearings H & E are a rigid surface.
Bearings H & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 182 -99
B - C 1259 -1375
Chords Tens. Comp.
C - D 123 -128
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 50 -137
H - G 190 -108
Chords Tens. Comp.
G - F 1205 -1095
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 993 -1044
B - G 1096 -1002
C - G 369 -187
Webs Tens. Comp.
C - F 1142 -1266
E - F 895 -689
D - E 2991 -2842
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.050 G 999 360
VERT(CL): 0.061 G 999 240
HORZ(LL): -0.011 F - -
HORZ(TL): 0.014 F - -
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.982
Max Web CSI: 0.882
Wgt: 81.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C01
Truss Type
SPEC
Qty
1
Ply
1 3043
06/23/2020
W1
W5(a)
A
B
C D
E
FGH
5
12
2X4(A1)
4X4
3X6
6X8
3X4
3X6(R)
2X4
3X6(R)
2'13'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'6'7"
15'3"8 3"8
15'7"
2'
5"
2'
2
"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
2'
175#
299#111#111#111#
2"12
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W5 2x4 SP #2:
:Rt Bearing Leg 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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 15.58
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 15.29
TC: 289 lb Conc. Load at 9.03
TC: 175 lb Conc. Load at 11.06,13.06,15.06
BC: 299 lb Conc. Load at 9.03
BC: 111 lb Conc. Load at 11.06,13.06,15.06
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 9.00 15.58
BC 62 0.00 15.29
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 1121 /- /- /- /918 /-
E 1335 /- /- /- /1177 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.0 Min Req = 3.0
Bearings H & E are a rigid surface.
Bearings H & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 182 -99
B - C 1259 -1375
Chords Tens. Comp.
C - D 123 -128
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 50 -137
H - G 190 -108
Chords Tens. Comp.
G - F 1205 -1095
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 993 -1044
B - G 1096 -1002
C - G 369 -187
Webs Tens. Comp.
C - F 1142 -1266
E - F 895 -689
D - E 2991 -2842
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.050 G 999 360
VERT(CL): 0.061 G 999 240
HORZ(LL): -0.011 F - -
HORZ(TL): 0.014 F - -
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.982
Max Web CSI: 0.882
Wgt: 81.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C01
Truss Type
SPEC
Qty
1
Ply
1 3043
06/23/2020
W1
W5(a)
A
B
C D
E
FGH
5
12
2X4(A1)
4X4
3X6
6X8
3X4
3X6(R)
2X4
3X6(R)
2'13'7"
SEAT PLATE REQ.SEAT PLATE REQ.
9'6'7"
15'3"8 3"8
15'7"
2'
5"
2'
2
"
4'
2
"
9'0"6
289#
2'0"6
175#
2'
175#
2'
175#
299#111#111#111#
2"12
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 11.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 899 /- /- /611 /511 /338
E 689 /- /- /371 /500 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.5 Min Req = 1.5
Bearings H & E are a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 117 -228
B - C 491 -893
Chords Tens. Comp.
C - D 560 -729
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 212 -108
H - G 310 -536
Chords Tens. Comp.
G - F 310 -536
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 662 -768
B - F 500 -211
C - F 423 -283
Webs Tens. Comp.
F - D 839 -645
D - E 536 -625
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.023 C 999 360
VERT(CL): 0.044 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.013 C - -
Creep Factor: 2.0
Max TC CSI: 0.989
Max BC CSI: 0.793
Max Web CSI: 0.746
Wgt: 100.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C02
Truss Type
HIPM
Qty
1
Ply
1 3040
06/23/2020
T2
W1
(a)
A
B
C D
EFGH
5
12
2X4(A1)
2X4
3X6
3X4
7X6
3X8
3X6(R)
3X6
2'17'4"8
SEAT PLATE REQ.
11'8'4"8
19'4"8
5"
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 11.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 899 /- /- /611 /511 /338
E 689 /- /- /371 /500 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.5 Min Req = 1.5
Bearings H & E are a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 117 -228
B - C 491 -893
Chords Tens. Comp.
C - D 560 -729
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 212 -108
H - G 310 -536
Chords Tens. Comp.
G - F 310 -536
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 662 -768
B - F 500 -211
C - F 423 -283
Webs Tens. Comp.
F - D 839 -645
D - E 536 -625
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.023 C 999 360
VERT(CL): 0.044 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.013 C - -
Creep Factor: 2.0
Max TC CSI: 0.989
Max BC CSI: 0.793
Max Web CSI: 0.746
Wgt: 100.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C02
Truss Type
HIPM
Qty
1
Ply
1 3040
06/23/2020
T2
W1
(a)
A
B
C D
EFGH
5
12
2X4(A1)
2X4
3X6
3X4
7X6
3X8
3X6(R)
3X6
2'17'4"8
SEAT PLATE REQ.
11'8'4"8
19'4"8
5"
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 13.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 912 /- /- /626 /279 /283
F 678 /- /- /377 /391 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -330
B - C 135 -297
Chords Tens. Comp.
C - D 315 -640
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 318 -86
I - H 742 -711
Chords Tens. Comp.
H - G 742 -711
G - F 509 -370
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 248 -173
I - C 712 -943
C - G 375 -256
Webs Tens. Comp.
D - G 406 -58
D - F 490 -674
E - F 214 -196
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.017 C 999 360
VERT(CL): 0.035 C 999 240
HORZ(LL): 0.008 F - -
HORZ(TL): 0.018 F - -
Creep Factor: 2.0
Max TC CSI: 0.783
Max BC CSI: 0.887
Max Web CSI: 0.525
Wgt: 107.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C03
Truss Type
HIPM
Qty
2
Ply
1 3047
06/23/2020
W1
(a)
A
B
C
D E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
3X4
5X6
3X4
3X6
3X6(R)
2'17'4"8
SEAT PLATE REQ.
13'6'4"8
19'4"8
5"
5'
1
0
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 13.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 912 /- /- /626 /279 /283
F 678 /- /- /377 /391 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -330
B - C 135 -297
Chords Tens. Comp.
C - D 315 -640
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 318 -86
I - H 742 -711
Chords Tens. Comp.
H - G 742 -711
G - F 509 -370
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - I 248 -173
I - C 712 -943
C - G 375 -256
Webs Tens. Comp.
D - G 406 -58
D - F 490 -674
E - F 214 -196
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.017 C 999 360
VERT(CL): 0.035 C 999 240
HORZ(LL): 0.008 F - -
HORZ(TL): 0.018 F - -
Creep Factor: 2.0
Max TC CSI: 0.783
Max BC CSI: 0.887
Max Web CSI: 0.525
Wgt: 107.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C03
Truss Type
HIPM
Qty
2
Ply
1 3047
06/23/2020
W1
(a)
A
B
C
D E
FGHIJ
5
12
2X4(A1)
1.5X3
3X6
3X4
3X4
5X6
3X4
3X6
3X6(R)
2'17'4"8
SEAT PLATE REQ.
13'6'4"8
19'4"8
5"
5'
1
0
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 15.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 899 /- /- /621 /260 /327
G 689 /- /- /402 /364 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 154 -225
B - C 371 -935
C - D 553 -927
Chords Tens. Comp.
D - E 569 -895
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 215 -123
J - I 220 -521
Chords Tens. Comp.
I - H 220 -521
H - G 327 -293
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 577 -809
B - H 662 -162
C - H 472 -435
Webs Tens. Comp.
H - E 714 -462
E - G 518 -577
F - G 152 -135
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 C 999 360
VERT(CL): 0.048 C 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.012 F - -
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.420
Max Web CSI: 0.650
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C04
Truss Type
HIPM
Qty
1
Ply
1 3058
06/23/2020
B2
W1A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X4
1.5X3
3X8
3X4
5X6 1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
15'4'4"8
19'4"8
5"
6'
8
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 15.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 899 /- /- /621 /260 /327
G 689 /- /- /402 /364 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 154 -225
B - C 371 -935
C - D 553 -927
Chords Tens. Comp.
D - E 569 -895
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 215 -123
J - I 220 -521
Chords Tens. Comp.
I - H 220 -521
H - G 327 -293
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 577 -809
B - H 662 -162
C - H 472 -435
Webs Tens. Comp.
H - E 714 -462
E - G 518 -577
F - G 152 -135
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 C 999 360
VERT(CL): 0.048 C 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.012 F - -
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.420
Max Web CSI: 0.650
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C04
Truss Type
HIPM
Qty
1
Ply
1 3058
06/23/2020
B2
W1A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X4
1.5X3
3X8
3X4
5X6 1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
15'4'4"8
19'4"8
5"
6'
8
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 17.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 898 /- /- /621 /242 /371
G 701 /- /- /422 /349 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 156 -240
B - C 325 -950
C - D 534 -971
Chords Tens. Comp.
D - E 559 -939
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 233 -125
J - I 191 -535
Chords Tens. Comp.
I - H 191 -535
H - G 177 -168
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 545 -803
B - H 703 -173
C - H 548 -513
Webs Tens. Comp.
H - E 878 -612
E - G 535 -564
F - G 83 -73
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 C 999 360
VERT(CL): 0.059 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.018 F - -
Creep Factor: 2.0
Max TC CSI: 0.750
Max BC CSI: 0.409
Max Web CSI: 0.922
Wgt: 112.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C05
Truss Type
HIPM
Qty
1
Ply
1 3065
06/23/2020
B2
W1
(a)
A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X4
1.5X4
3X8
3X4
5X6 1.5X3
3X6(R)
2'17'4"8
SEAT PLATE REQ.
17'2'4"8
19'4"8
5"
7'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 17.00 19.38
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 898 /- /- /621 /242 /371
G 701 /- /- /422 /349 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings J & G are a rigid surface.
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 156 -240
B - C 325 -950
C - D 534 -971
Chords Tens. Comp.
D - E 559 -939
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 233 -125
J - I 191 -535
Chords Tens. Comp.
I - H 191 -535
H - G 177 -168
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 545 -803
B - H 703 -173
C - H 548 -513
Webs Tens. Comp.
H - E 878 -612
E - G 535 -564
F - G 83 -73
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 C 999 360
VERT(CL): 0.059 C 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.018 F - -
Creep Factor: 2.0
Max TC CSI: 0.750
Max BC CSI: 0.409
Max Web CSI: 0.922
Wgt: 112.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C05
Truss Type
HIPM
Qty
1
Ply
1 3065
06/23/2020
B2
W1
(a)
A
B
C
D
E F
GHIJ
5
12
2X4(A1)
2X4
3X6
3X4
1.5X4
3X8
3X4
5X6 1.5X3
3X6(R)
2'17'4"8
SEAT PLATE REQ.
17'2'4"8
19'4"8
5"
7'
6
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 898 /- /- /619 /222 /416
F 687 /- /- /437 /354 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -240
B - C 244 -924
Chords Tens. Comp.
C - D 0 -156
D - E 82 -153
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 228 -111
I - H 244 -599
Chords Tens. Comp.
H - G 244 -599
G - F 768 -581
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 538 -784
B - G 604 -90
G - C 331 0
Webs Tens. Comp.
C - F 656 -867
E - F 259 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.022 G 999 360
VERT(CL): 0.044 G 999 240
HORZ(LL): -0.010 C - -
HORZ(TL): 0.014 F - -
Creep Factor: 2.0
Max TC CSI: 0.681
Max BC CSI: 0.934
Max Web CSI: 0.430
Wgt: 104.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C06
Truss Type
HIPM
Qty
1
Ply
1 3072
06/23/2020
W1
(a)
(a)
A
B
C D
E
FGHI
5
12
2X4(A1)
1.5X4
3X6
3X4 3X4
H0510(++)
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
8'
4
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(++) - This plate works for both joints covered.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 898 /- /- /619 /222 /416
F 687 /- /- /437 /354 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -240
B - C 244 -924
Chords Tens. Comp.
C - D 0 -156
D - E 82 -153
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 228 -111
I - H 244 -599
Chords Tens. Comp.
H - G 244 -599
G - F 768 -581
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 538 -784
B - G 604 -90
G - C 331 0
Webs Tens. Comp.
C - F 656 -867
E - F 259 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.022 G 999 360
VERT(CL): 0.044 G 999 240
HORZ(LL): -0.010 C - -
HORZ(TL): 0.014 F - -
Creep Factor: 2.0
Max TC CSI: 0.681
Max BC CSI: 0.934
Max Web CSI: 0.430
Wgt: 104.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C06
Truss Type
HIPM
Qty
1
Ply
1 3072
06/23/2020
W1
(a)
(a)
A
B
C D
E
FGHI
5
12
2X4(A1)
1.5X4
3X6
3X4 3X4
H0510(++)
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
8'
4
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Mechanical Unit Loads Supported by this Truss
At Truss Unit Unit Supporting
X-Loc Piece Lbs. Width Trusses
13.07 TC 300.0 4.00 2
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1057 /- /- /627 /221 /423
G 925 /- /- /440 /368 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings K & G are a rigid surface.
Bearing K requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 237 -248
B - C 276 -215
C - D 242 -1151
Chords Tens. Comp.
D - E 251 -1045
E - F 67 -142
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 244 -186
J - I 1006 -649
Chords Tens. Comp.
I - H 1006 -649
H - G 725 -431
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - J 262 -206
J - C 401 -1438
C - H 264 -26
Webs Tens. Comp.
H - E 471 -121
E - G 571 -961
F - G 215 -173
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.022 H 999 360
VERT(CL): 0.051 H 999 240
HORZ(LL): 0.008 G - -
HORZ(TL): 0.018 G - -
Creep Factor: 2.0
Max TC CSI: 0.703
Max BC CSI: 0.784
Max Web CSI: 0.740
Wgt: 105.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C07
Truss Type
MONO
Qty
7
Ply
1 2472
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
F
GHIJK
5
12
2X4(A1)
1.5X3
3X6
3X4
4X4 3X4
3X4
3X4
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
11'0"13
150#
4'
150#
4'3"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
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Mechanical Unit Loads Supported by this Truss
At Truss Unit Unit Supporting
X-Loc Piece Lbs. Width Trusses
13.07 TC 300.0 4.00 2
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1057 /- /- /627 /221 /423
G 925 /- /- /440 /368 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
G Brg Width = 3.5 Min Req = 1.5
Bearings K & G are a rigid surface.
Bearing K requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 237 -248
B - C 276 -215
C - D 242 -1151
Chords Tens. Comp.
D - E 251 -1045
E - F 67 -142
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 244 -186
J - I 1006 -649
Chords Tens. Comp.
I - H 1006 -649
H - G 725 -431
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - J 262 -206
J - C 401 -1438
C - H 264 -26
Webs Tens. Comp.
H - E 471 -121
E - G 571 -961
F - G 215 -173
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.022 H 999 360
VERT(CL): 0.051 H 999 240
HORZ(LL): 0.008 G - -
HORZ(TL): 0.018 G - -
Creep Factor: 2.0
Max TC CSI: 0.703
Max BC CSI: 0.784
Max Web CSI: 0.740
Wgt: 105.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C07
Truss Type
MONO
Qty
7
Ply
1 2472
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C
D
E
F
GHIJK
5
12
2X4(A1)
1.5X3
3X6
3X4
4X4 3X4
3X4
3X4
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
11'0"13
150#
4'
150#
4'3"11
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 898 /- /- /619 /218 /423
F 687 /- /- /449 /371 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -240
B - C 234 -928
Chords Tens. Comp.
C - D 0 -168
D - E 83 -164
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 229 -111
I - H 238 -604
Chords Tens. Comp.
H - G 238 -604
G - F 774 -582
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 530 -784
B - G 615 -91
G - C 330 0
Webs Tens. Comp.
C - F 655 -871
E - F 284 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.020 G 999 360
VERT(CL): 0.041 G 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 E - -
Creep Factor: 2.0
Max TC CSI: 0.688
Max BC CSI: 0.418
Max Web CSI: 0.435
Wgt: 104.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C08
Truss Type
MONO
Qty
3
Ply
1 3075
06/23/2020
B2
W1
(a)
(a)
A
B
C D
E
FGHI
5
12
2X4(A1)
1.5X4
3X6
3X4 3X4
3X4(**)
H0308
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 19.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I 898 /- /- /619 /218 /423
F 687 /- /- /449 /371 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
F Brg Width = 3.5 Min Req = 1.5
Bearings I & F are a rigid surface.
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -240
B - C 234 -928
Chords Tens. Comp.
C - D 0 -168
D - E 83 -164
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - I 229 -111
I - H 238 -604
Chords Tens. Comp.
H - G 238 -604
G - F 774 -582
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
I - B 530 -784
B - G 615 -91
G - C 330 0
Webs Tens. Comp.
C - F 655 -871
E - F 284 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 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): 0.020 G 999 360
VERT(CL): 0.041 G 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 E - -
Creep Factor: 2.0
Max TC CSI: 0.688
Max BC CSI: 0.418
Max Web CSI: 0.435
Wgt: 104.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
C08
Truss Type
MONO
Qty
3
Ply
1 3075
06/23/2020
B2
W1
(a)
(a)
A
B
C D
E
FGHI
5
12
2X4(A1)
1.5X4
3X6
3X4 3X4
3X4(**)
H0308
1.5X4
3X6(R)
2'17'4"8
SEAT PLATE REQ.
19'4"8
19'4"8
5"
8'
5
"
1
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.83
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 20.83
TC: 279 lb Conc. Load at 9.03
TC: 165 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
BC: 310 lb Conc. Load at 9.03
BC: 123 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
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 9.00 20.83
BC 43 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1628 /- /- /- /1584 /-
K 1623 /- /- /- /1749 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.9
K Brg Width = 8.0 Min Req = 1.9
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 128 -99
B - C 2491 -2293
Chords Tens. Comp.
C - D 2154 -1976
D - E 2153 -1976
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 108 -83
J - I 320 -247
I - H 2046 -2226
Chords Tens. Comp.
H - G 2046 -2226
G - F 19 -20
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1668 -1529
B - I 1813 -2011
C - I 213 -187
C - G 87 -84
Webs Tens. Comp.
D - G 891 -756
G - E 2338 -2550
E - F 1643 -1495
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: 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): -0.118 D 999 360
VERT(CL): 0.116 D 999 240
HORZ(LL): -0.020 F - -
HORZ(TL): 0.021 C - -
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.950
Max Web CSI: 0.891
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D01
Truss Type
HIPM
Qty
2
Ply
1 3436
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C D E
FGHIJK
5
12
2X4(A1)
3X6
3X6
5X8
4X6(R)3X6
3X4
5X10
5X6
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'10"
20'10"
5"
4'
2
"
9'0"6
279#
2'0"6
165#
2'
165#
2'
165#
2'
165#
2'
165#
310#123#123#123#123#123#
1'9"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 20.83
BC: From 20 plf at 0.00 to 20 plf at 9.03
BC: From 10 plf at 9.03 to 10 plf at 20.83
TC: 279 lb Conc. Load at 9.03
TC: 165 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
BC: 310 lb Conc. Load at 9.03
BC: 123 lb Conc. Load at 11.06,13.06,15.06,17.06
19.06
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 9.00 20.83
BC 43 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 1628 /- /- /- /1584 /-
K 1623 /- /- /- /1749 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.9
K Brg Width = 8.0 Min Req = 1.9
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 128 -99
B - C 2491 -2293
Chords Tens. Comp.
C - D 2154 -1976
D - E 2153 -1976
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 108 -83
J - I 320 -247
I - H 2046 -2226
Chords Tens. Comp.
H - G 2046 -2226
G - F 19 -20
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1668 -1529
B - I 1813 -2011
C - I 213 -187
C - G 87 -84
Webs Tens. Comp.
D - G 891 -756
G - E 2338 -2550
E - F 1643 -1495
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: 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): -0.118 D 999 360
VERT(CL): 0.116 D 999 240
HORZ(LL): -0.020 F - -
HORZ(TL): 0.021 C - -
Creep Factor: 2.0
Max TC CSI: 0.898
Max BC CSI: 0.950
Max Web CSI: 0.891
Wgt: 109.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D01
Truss Type
HIPM
Qty
2
Ply
1 3436
06/23/2020
T2
B2
W1
(a)
(a)
A
B
C D E
FGHIJK
5
12
2X4(A1)
3X6
3X6
5X8
4X6(R)3X6
3X4
5X10
5X6
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'10"
20'10"
5"
4'
2
"
9'0"6
279#
2'0"6
165#
2'
165#
2'
165#
2'
165#
2'
165#
310#123#123#123#123#123#
1'9"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 11.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 970 /- /- /972 /674 /338
M 739 /- /- /660 /706 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -146
B - C 172 -113
C - D 1298 -880
Chords Tens. Comp.
D - E 949 -599
E - F 948 -598
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 156 -93
K - J 742 -1160
J - I 742 -1160
Chords Tens. Comp.
I - H 752 -1247
H - G 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - K 200 -151
K - C 1170 -1049
C - I 232 -207
D - I 472 -594
Webs Tens. Comp.
D - H 421 -273
E - H 362 -338
H - F 829 -1313
F - G 1022 -695
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.029 I 999 360
VERT(CL): 0.041 I 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.015 C - -
Creep Factor: 2.0
Max TC CSI: 0.416
Max BC CSI: 0.804
Max Web CSI: 0.666
Wgt: 118.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D02
Truss Type
HIPM
Qty
1
Ply
1 3094
06/23/2020
B2
W1
(a)
A
B
C
D E F
GHIJKL
M
5
12
2X4(A1)
1.5X3
3X6
3X4
3X6
5X6
3X4
1.5X3
3X8
3X4(R)
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
11'9'10"
20'10"
5"
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 11.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 970 /- /- /972 /674 /338
M 739 /- /- /660 /706 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 131 -146
B - C 172 -113
C - D 1298 -880
Chords Tens. Comp.
D - E 949 -599
E - F 948 -598
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 156 -93
K - J 742 -1160
J - I 742 -1160
Chords Tens. Comp.
I - H 752 -1247
H - G 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - K 200 -151
K - C 1170 -1049
C - I 232 -207
D - I 472 -594
Webs Tens. Comp.
D - H 421 -273
E - H 362 -338
H - F 829 -1313
F - G 1022 -695
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.029 I 999 360
VERT(CL): 0.041 I 999 240
HORZ(LL): -0.011 C - -
HORZ(TL): 0.015 C - -
Creep Factor: 2.0
Max TC CSI: 0.416
Max BC CSI: 0.804
Max Web CSI: 0.666
Wgt: 118.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D02
Truss Type
HIPM
Qty
1
Ply
1 3094
06/23/2020
B2
W1
(a)
A
B
C
D E F
GHIJKL
M
5
12
2X4(A1)
1.5X3
3X6
3X4
3X6
5X6
3X4
1.5X3
3X8
3X4(R)
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
11'9'10"
20'10"
5"
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 13.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 958 /- /- /973 /592 /283
K 749 /- /- /685 /553 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 138 -80
B - C 1367 -1010
Chords Tens. Comp.
C - D 1109 -763
D - E 1084 -662
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 89 -92
J - I 201 -507
I - H 866 -1414
Chords Tens. Comp.
H - G 866 -1414
G - F 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1040 -851
B - I 799 -1009
I - C 185 -217
C - G 423 -271
Webs Tens. Comp.
D - G 325 -169
G - E 816 -1336
E - F 982 -685
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.028 I 999 360
VERT(CL): 0.045 D 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.010 C - -
Creep Factor: 2.0
Max TC CSI: 0.555
Max BC CSI: 0.552
Max Web CSI: 0.723
Wgt: 115.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D03
Truss Type
HIPM
Qty
1
Ply
1 3102
06/23/2020
T2
B2
W1
(a)
A
B
C
D E
FGHIJK
5
12
2X4(A1)
4X4
3X6
3X4
3X4
3X6
5X6
3X8
3X6(R)
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
13'7'10"
20'10"
5"
5'
1
0
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 13.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 958 /- /- /973 /592 /283
K 749 /- /- /685 /553 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 138 -80
B - C 1367 -1010
Chords Tens. Comp.
C - D 1109 -763
D - E 1084 -662
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 89 -92
J - I 201 -507
I - H 866 -1414
Chords Tens. Comp.
H - G 866 -1414
G - F 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1040 -851
B - I 799 -1009
I - C 185 -217
C - G 423 -271
Webs Tens. Comp.
D - G 325 -169
G - E 816 -1336
E - F 982 -685
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.028 I 999 360
VERT(CL): 0.045 D 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.010 C - -
Creep Factor: 2.0
Max TC CSI: 0.555
Max BC CSI: 0.552
Max Web CSI: 0.723
Wgt: 115.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D03
Truss Type
HIPM
Qty
1
Ply
1 3102
06/23/2020
T2
B2
W1
(a)
A
B
C
D E
FGHIJK
5
12
2X4(A1)
4X4
3X6
3X4
3X4
3X6
5X6
3X8
3X6(R)
3X6
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
13'7'10"
20'10"
5"
5'
1
0
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 15.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 841 /- /- /983 /577 /327
L 657 /- /- /700 /545 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -180
B - C 1432 -1027
C - D 803 -590
Chords Tens. Comp.
D - E 831 -585
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 197 -128
K - J 65 -388
J - I 944 -1546
Chords Tens. Comp.
I - H 944 -1546
H - G 502 -812
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 1121 -762
B - J 973 -1258
J - C 275 -314
C - H 804 -484
Webs Tens. Comp.
E - H 728 -976
E - G 1203 -744
F - G 197 -150
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.031 J 999 360
VERT(CL): 0.044 C 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.015 G - -
Creep Factor: 2.0
Max TC CSI: 0.663
Max BC CSI: 0.885
Max Web CSI: 0.761
Wgt: 119.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D04
Truss Type
HIPM
Qty
6
Ply
1 3106
06/23/2020
W1
(a)
(a)
A
B
C D
E F
GHIJKL
5
12
2X4(A1)
4X4
3X6
3X4
3X4
3X6
3X6
5X6
3X4
3X6
3X6(R)
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
15'5'10"
20'10"
5"
6'
8
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 15.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 841 /- /- /983 /577 /327
L 657 /- /- /700 /545 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -180
B - C 1432 -1027
C - D 803 -590
Chords Tens. Comp.
D - E 831 -585
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 197 -128
K - J 65 -388
J - I 944 -1546
Chords Tens. Comp.
I - H 944 -1546
H - G 502 -812
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 1121 -762
B - J 973 -1258
J - C 275 -314
C - H 804 -484
Webs Tens. Comp.
E - H 728 -976
E - G 1203 -744
F - G 197 -150
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.031 J 999 360
VERT(CL): 0.044 C 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.015 G - -
Creep Factor: 2.0
Max TC CSI: 0.663
Max BC CSI: 0.885
Max Web CSI: 0.761
Wgt: 119.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D04
Truss Type
HIPM
Qty
6
Ply
1 3106
06/23/2020
W1
(a)
(a)
A
B
C D
E F
GHIJKL
5
12
2X4(A1)
4X4
3X6
3X4
3X4
3X6
3X6
5X6
3X4
3X6
3X6(R)
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
15'5'10"
20'10"
5"
6'
8
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 17.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 956 /- /- /993 /564 /371
K 748 /- /- /718 /536 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 171 -105
B - C 1401 -1075
C - D 531 -470
Chords Tens. Comp.
D - E 556 -419
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 124 -127
J - I 131 -501
Chords Tens. Comp.
I - H 951 -1531
H - G 352 -557
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1037 -858
B - I 940 -1143
I - C 408 -492
C - H 1073 -674
Webs Tens. Comp.
E - H 780 -1064
E - G 1187 -750
F - G 134 -118
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 I 999 360
VERT(CL): 0.056 C 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.016 G - -
Creep Factor: 2.0
Max TC CSI: 0.889
Max BC CSI: 0.878
Max Web CSI: 0.936
Wgt: 122.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D05
Truss Type
HIPM
Qty
1
Ply
1 3112
06/23/2020
W1
(a)
(a)
A
B
C
D
E F
GHIJK
5
12
2X4(A1)
4X4
3X6
5X10
3X4
3X6
5X6
3X4
1.5X4
3X6(R)
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
17'3'10"
20'10"
5"
7'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 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 17.00 20.83
BC 75 0.00 20.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
J 956 /- /- /993 /564 /371
K 748 /- /- /718 /536 /-
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings J & K are a rigid surface.
Bearings J & K require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 171 -105
B - C 1401 -1075
C - D 531 -470
Chords Tens. Comp.
D - E 556 -419
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - J 124 -127
J - I 131 -501
Chords Tens. Comp.
I - H 951 -1531
H - G 352 -557
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
J - B 1037 -858
B - I 940 -1143
I - C 408 -492
C - H 1073 -674
Webs Tens. Comp.
E - H 780 -1064
E - G 1187 -750
F - G 134 -118
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 I 999 360
VERT(CL): 0.056 C 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.016 G - -
Creep Factor: 2.0
Max TC CSI: 0.889
Max BC CSI: 0.878
Max Web CSI: 0.936
Wgt: 122.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D05
Truss Type
HIPM
Qty
1
Ply
1 3112
06/23/2020
W1
(a)
(a)
A
B
C
D
E F
GHIJK
5
12
2X4(A1)
4X4
3X6
5X10
3X4
3X6
5X6
3X4
1.5X4
3X6(R)
2'18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
17'3'10"
20'10"
5"
7'
6
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 52 plf at 0.00 to 52 plf at 18.83
BC: From 10 plf at 0.00 to 10 plf at 11.90
BC: From 20 plf at 11.90 to 20 plf at 12.83
BC: From 50 plf at 12.83 to 50 plf at 17.44
BC: From 20 plf at 17.44 to 20 plf at 18.83
BC: 286 lb Conc. Load at 1.90, 3.90, 5.90, 7.90
9.90,11.90
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 16.54 18.83
BC 120 0.00 18.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 1708 /- /- /- /1080 /-
I 1376 /- /- /- /834 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1485 -2368
B - C 1499 -2377
Chords Tens. Comp.
C - D 1446 -2334
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
H - G 472 -373
Chords Tens. Comp.
G - F 336 -232
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - H 875 -1247
A - G 1647 -912
B - G 622 -601
Webs Tens. Comp.
G - D 2529 -1488
D - F 820 -1185
E - F 73 -70
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.089 B 999 360
VERT(CL): 0.167 B 999 240
HORZ(LL): -0.029 E - -
HORZ(TL): 0.057 E - -
Creep Factor: 2.0
Max TC CSI: 0.880
Max BC CSI: 0.614
Max Web CSI: 0.963
Wgt: 131.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D06
Truss Type
HIPM
Qty
6
Ply
1 3439
06/23/2020
T1
W1
(a)
(a)
(a)
A
B
C
D E
FGH I
5
12
4X8(R)
3X10
1.5X4
H0714
3X4
7X8
1.5X3
3X10(R)
18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
16'6"8 2'3"8
1'
3
"
8'
1
"
1
1
1'10"12
286#
2'
286#
2'
286#
2'
286#
2'
286#
2'
286#
6'11"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP M-30:
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 52 plf at 0.00 to 52 plf at 18.83
BC: From 10 plf at 0.00 to 10 plf at 11.90
BC: From 20 plf at 11.90 to 20 plf at 12.83
BC: From 50 plf at 12.83 to 50 plf at 17.44
BC: From 20 plf at 17.44 to 20 plf at 18.83
BC: 286 lb Conc. Load at 1.90, 3.90, 5.90, 7.90
9.90,11.90
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 16.54 18.83
BC 120 0.00 18.83
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 1708 /- /- /- /1080 /-
I 1376 /- /- /- /834 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 1485 -2368
B - C 1499 -2377
Chords Tens. Comp.
C - D 1446 -2334
D - E 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
H - G 472 -373
Chords Tens. Comp.
G - F 336 -232
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - H 875 -1247
A - G 1647 -912
B - G 622 -601
Webs Tens. Comp.
G - D 2529 -1488
D - F 820 -1185
E - F 73 -70
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.089 B 999 360
VERT(CL): 0.167 B 999 240
HORZ(LL): -0.029 E - -
HORZ(TL): 0.057 E - -
Creep Factor: 2.0
Max TC CSI: 0.880
Max BC CSI: 0.614
Max Web CSI: 0.963
Wgt: 131.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D06
Truss Type
HIPM
Qty
6
Ply
1 3439
06/23/2020
T1
W1
(a)
(a)
(a)
A
B
C
D E
FGH I
5
12
4X8(R)
3X10
1.5X4
H0714
3X4
7X8
1.5X3
3X10(R)
18'10"
SEAT PLATE REQ.SEAT PLATE REQ.
16'6"8 2'3"8
1'
3
"
8'
1
"
1
1
1'10"12
286#
2'
286#
2'
286#
2'
286#
2'
286#
2'
286#
6'11"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W2 2x4 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 25.71
TC: From 62 plf at 25.71 to 62 plf at 26.00
BC: From 20 plf at 0.00 to 20 plf at 9.00
BC: From 10 plf at 9.00 to 10 plf at 26.00
TC: 279 lb Conc. Load at 9.03
TC: 165 lb Conc. Load at 11.06
TC: 216 lb Conc. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06
BC: 310 lb Conc. Load at 9.00
BC: 123 lb Conc. Load at 11.06
BC: 140 lb Conc. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06
Plating Notes
All plates are 5X6 except as noted.
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 26.00
BC 51 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 2251 /- /- /- /1673 /-
P 2554 /- /- /- /1174 /-
Wind reactions based on MWFRS
O Brg Width = 8.0 Min Req = 2.7
P Brg Width = 8.0 Min Req = 3.0
Bearings O & P are a rigid surface.
Bearings O & P require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 81 -155
B - C 2663 -3459
C - D 2418 -3917
D - E 1523 -3066
Chords Tens. Comp.
E - F 1523 -3066
F - G 0 -18
G - H 0 -16
G - I 137 -197
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - O 164 -37
O - N 326 -171
N - M 3120 -2383
Chords Tens. Comp.
M - L 3120 -2383
L - K 3928 -2409
K - J 2978 -1487
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
O - B 1743 -2126
B - N 2896 -2244
C - N 108 -183
C - L 988 -43
L - D 53 -153
Webs Tens. Comp.
D - K 1110 -1079
K - F 1170 -480
F - J 1785 -3554
H - I 236 -379
H - J 237 -380
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.151 L 999 360
VERT(CL): 0.267 D 999 240
HORZ(LL): -0.045 J - -
HORZ(TL): 0.079 I - -
Creep Factor: 2.0
Max TC CSI: 0.726
Max BC CSI: 0.980
Max Web CSI: 0.904
Wgt: 149.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D07
Truss Type
HIPS
Qty
1
Ply
1 3442
06/23/2020
W2(a)
(a)
(a)
A
B
C D E FG H
I
JKLMNO P
5
12
2X4(A1)
3X6
6X8
4X6 3X4
3X4 H0308
4X4
1.5X4(**)
3X3
2X4
6X6
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'2"5'10"
26'
5"
6'
7
"
3
4'
2
"
9'0"6
279#
2'0"6
165#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
310#
2'0"12
123#140#140#140#140#140#140#140#
11"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W2 2x4 SP #2:
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 0.00 to 62 plf at 9.00
TC: From 31 plf at 9.00 to 31 plf at 25.71
TC: From 62 plf at 25.71 to 62 plf at 26.00
BC: From 20 plf at 0.00 to 20 plf at 9.00
BC: From 10 plf at 9.00 to 10 plf at 26.00
TC: 279 lb Conc. Load at 9.03
TC: 165 lb Conc. Load at 11.06
TC: 216 lb Conc. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06
BC: 310 lb Conc. Load at 9.00
BC: 123 lb Conc. Load at 11.06
BC: 140 lb Conc. Load at 13.06,15.06,17.06,19.06
21.06,23.06,25.06
Plating Notes
All plates are 5X6 except as noted.
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 26.00
BC 51 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 2251 /- /- /- /1673 /-
P 2554 /- /- /- /1174 /-
Wind reactions based on MWFRS
O Brg Width = 8.0 Min Req = 2.7
P Brg Width = 8.0 Min Req = 3.0
Bearings O & P are a rigid surface.
Bearings O & P require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 81 -155
B - C 2663 -3459
C - D 2418 -3917
D - E 1523 -3066
Chords Tens. Comp.
E - F 1523 -3066
F - G 0 -18
G - H 0 -16
G - I 137 -197
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - O 164 -37
O - N 326 -171
N - M 3120 -2383
Chords Tens. Comp.
M - L 3120 -2383
L - K 3928 -2409
K - J 2978 -1487
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
O - B 1743 -2126
B - N 2896 -2244
C - N 108 -183
C - L 988 -43
L - D 53 -153
Webs Tens. Comp.
D - K 1110 -1079
K - F 1170 -480
F - J 1785 -3554
H - I 236 -379
H - J 237 -380
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.151 L 999 360
VERT(CL): 0.267 D 999 240
HORZ(LL): -0.045 J - -
HORZ(TL): 0.079 I - -
Creep Factor: 2.0
Max TC CSI: 0.726
Max BC CSI: 0.980
Max Web CSI: 0.904
Wgt: 149.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D07
Truss Type
HIPS
Qty
1
Ply
1 3442
06/23/2020
W2(a)
(a)
(a)
A
B
C D E FG H
I
JKLMNO P
5
12
2X4(A1)
3X6
6X8
4X6 3X4
3X4 H0308
4X4
1.5X4(**)
3X3
2X4
6X6
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
9'11'2"5'10"
26'
5"
6'
7
"
3
4'
2
"
9'0"6
279#
2'0"6
165#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
2'
216#
310#
2'0"12
123#140#140#140#140#140#140#140#
11"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 11.00 22.17
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1166 /- /- /1157 /854 /322
L 962 /- /- /897 /834 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 237 -239
B - C 2024 -1411
C - D 1935 -1208
Chords Tens. Comp.
D - E 1164 -778
E - F 34 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 260 -219
K - J 402 -855
J - I 402 -855
Chords Tens. Comp.
I - H 1157 -1820
H - G 708 -1180
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 1293 -1047
B - I 997 -1347
C - I 460 -518
I - D 281 -370
Webs Tens. Comp.
D - H 779 -555
H - E 845 -1251
E - G 1867 -1120
F - G 134 -88
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.058 I 999 360
VERT(CL): 0.078 I 999 240
HORZ(LL): -0.018 G - -
HORZ(TL): 0.022 G - -
Creep Factor: 2.0
Max TC CSI: 0.749
Max BC CSI: 0.723
Max Web CSI: 0.771
Wgt: 143.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D08
Truss Type
HIPS
Qty
1
Ply
1 3393
06/23/2020
B2
W1
(a)
A
B
C D E
F
GHIJKL
5
12
2X4(A1)
3X6
3X6
4X6
5X6
3X8
3X4
3X4
4X6(R)
1.5X3
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
11'11'2"3'10"
26'
5"
6'
7
"
3
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 11.00 22.17
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1166 /- /- /1157 /854 /322
L 962 /- /- /897 /834 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 237 -239
B - C 2024 -1411
C - D 1935 -1208
Chords Tens. Comp.
D - E 1164 -778
E - F 34 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 260 -219
K - J 402 -855
J - I 402 -855
Chords Tens. Comp.
I - H 1157 -1820
H - G 708 -1180
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 1293 -1047
B - I 997 -1347
C - I 460 -518
I - D 281 -370
Webs Tens. Comp.
D - H 779 -555
H - E 845 -1251
E - G 1867 -1120
F - G 134 -88
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.058 I 999 360
VERT(CL): 0.078 I 999 240
HORZ(LL): -0.018 G - -
HORZ(TL): 0.022 G - -
Creep Factor: 2.0
Max TC CSI: 0.749
Max BC CSI: 0.723
Max Web CSI: 0.771
Wgt: 143.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D08
Truss Type
HIPS
Qty
1
Ply
1 3393
06/23/2020
B2
W1
(a)
A
B
C D E
F
GHIJKL
5
12
2X4(A1)
3X6
3X6
4X6
5X6
3X8
3X4
3X4
4X6(R)
1.5X3
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
11'11'2"3'10"
26'
5"
6'
7
"
3
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 24.17
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 1166 /- /- /1167 /745 /322
N 962 /- /- /887 /703 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 187 -155
B - C 1869 -1337
C - D 1809 -1228
Chords Tens. Comp.
D - E 1726 -1067
E - F 617 -428
F - G 7 -40
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 173 -143
M - L 128 -474
L - K 1214 -2005
Chords Tens. Comp.
K - J 1214 -2005
J - I 890 -1376
I - H 361 -581
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 1450 -1075
B - L 1158 -1620
L - C 215 -241
C - J 247 -165
D - J 410 -473
Webs Tens. Comp.
J - E 459 -650
E - I 1065 -748
I - F 1085 -1605
F - H 1847 -1149
G - H 39 -18
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.046 J 999 360
VERT(CL): 0.073 J 999 240
HORZ(LL): -0.014 H - -
HORZ(TL): 0.022 H - -
Creep Factor: 2.0
Max TC CSI: 0.439
Max BC CSI: 0.683
Max Web CSI: 0.949
Wgt: 157.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D09
Truss Type
HIPS
Qty
1
Ply
1 3400
06/23/2020
B2
W1A
B
C
D E F
G
HIJKLM
N
5
12
2X4(A1)
3X6
3X6
4X4
3X4
3X6
5X6
3X8
3X4
3X4
4X6(R)
1.5X3
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
13'11'2"1'10"
26'
5"
6'
7
"
3
5'
1
0
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 13.00 24.17
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
M 1166 /- /- /1167 /745 /322
N 962 /- /- /887 /703 /-
Wind reactions based on MWFRS
M Brg Width = 8.0 Min Req = 1.5
N Brg Width = 8.0 Min Req = 1.5
Bearings M & N are a rigid surface.
Bearings M & N require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 187 -155
B - C 1869 -1337
C - D 1809 -1228
Chords Tens. Comp.
D - E 1726 -1067
E - F 617 -428
F - G 7 -40
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - M 173 -143
M - L 128 -474
L - K 1214 -2005
Chords Tens. Comp.
K - J 1214 -2005
J - I 890 -1376
I - H 361 -581
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
M - B 1450 -1075
B - L 1158 -1620
L - C 215 -241
C - J 247 -165
D - J 410 -473
Webs Tens. Comp.
J - E 459 -650
E - I 1065 -748
I - F 1085 -1605
F - H 1847 -1149
G - H 39 -18
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.046 J 999 360
VERT(CL): 0.073 J 999 240
HORZ(LL): -0.014 H - -
HORZ(TL): 0.022 H - -
Creep Factor: 2.0
Max TC CSI: 0.439
Max BC CSI: 0.683
Max Web CSI: 0.949
Wgt: 157.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D09
Truss Type
HIPS
Qty
1
Ply
1 3400
06/23/2020
B2
W1A
B
C
D E F
G
HIJKLM
N
5
12
2X4(A1)
3X6
3X6
4X4
3X4
3X6
5X6
3X8
3X4
3X4
4X6(R)
1.5X3
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
13'11'2"1'10"
26'
5"
6'
7
"
3
5'
1
0
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 15.00 26.00
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1165 /- /- /772 /341 /283
L 961 /- /- /527 /570 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 185 -270
B - C 736 -1391
C - D 610 -1120
Chords Tens. Comp.
D - E 665 -948
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 270 -145
K - J 130 -437
J - I 1257 -991
Chords Tens. Comp.
I - H 1257 -991
H - G 635 -484
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 724 -1073
B - J 1199 -609
J - C 212 -191
C - H 348 -334
Webs Tens. Comp.
D - H 229 -16
H - E 499 -282
E - G 741 -972
F - G 157 -138
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 D 999 360
VERT(CL): 0.066 D 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.022 G - -
Creep Factor: 2.0
Max TC CSI: 0.595
Max BC CSI: 0.586
Max Web CSI: 0.457
Wgt: 146.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D10
Truss Type
HIPM
Qty
1
Ply
1 3171
06/23/2020
B2
W1
(a)
(a)
A
B
C
D E F
GHIJKL
5
12
2X4(A1)
3X4
3X6
4X4
5X6
3X6
5X6
3X8
3X4 1.5X4
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
15'11'
26'
5"
6'
8
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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 15.00 26.00
BC 75 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
K 1165 /- /- /772 /341 /283
L 961 /- /- /527 /570 /-
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.5
L Brg Width = 8.0 Min Req = 1.5
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 185 -270
B - C 736 -1391
C - D 610 -1120
Chords Tens. Comp.
D - E 665 -948
E - F 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 270 -145
K - J 130 -437
J - I 1257 -991
Chords Tens. Comp.
I - H 1257 -991
H - G 635 -484
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
K - B 724 -1073
B - J 1199 -609
J - C 212 -191
C - H 348 -334
Webs Tens. Comp.
D - H 229 -16
H - E 499 -282
E - G 741 -972
F - G 157 -138
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.032 D 999 360
VERT(CL): 0.066 D 999 240
HORZ(LL): -0.011 G - -
HORZ(TL): 0.022 G - -
Creep Factor: 2.0
Max TC CSI: 0.595
Max BC CSI: 0.586
Max Web CSI: 0.457
Wgt: 146.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D10
Truss Type
HIPM
Qty
1
Ply
1 3171
06/23/2020
B2
W1
(a)
(a)
A
B
C
D E F
GHIJKL
5
12
2X4(A1)
3X4
3X6
4X4
5X6
3X6
5X6
3X8
3X4 1.5X4
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
15'11'
26'
5"
6'
8
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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 17.00 26.00
BC 71 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 1166 /- /- /1188 /715 /320
M 962 /- /- /894 /710 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 163 -79
B - C 1975 -1445
C - D 1980 -1354
Chords Tens. Comp.
D - E 1331 -963
E - F 1303 -803
F - G 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 98 -119
L - K 178 -576
K - J 1284 -2084
Chords Tens. Comp.
J - I 1284 -2084
I - H 483 -741
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 1368 -1066
B - K 1219 -1615
K - D 305 -341
D - I 855 -535
Webs Tens. Comp.
E - I 317 -263
I - F 757 -1125
F - H 1400 -913
G - H 137 -118
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.048 K 999 360
VERT(CL): 0.077 D 999 240
HORZ(LL): -0.015 H - -
HORZ(TL): 0.023 H - -
Creep Factor: 2.0
Max TC CSI: 0.712
Max BC CSI: 0.966
Max Web CSI: 0.661
Wgt: 149.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D11
Truss Type
HIPM
Qty
1
Ply
1 3178
06/23/2020
B2
W1
(a)
(a)
(a)(a)
A
B
C
D
E F G
HIJKL
M
5
12
2X4(A1)
3X6
3X6
3X6
4X4
3X4
3X6
5X6
3X8
4X4 1.5X4
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
17'9'
26'
5"
7'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 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 17.00 26.00
BC 71 0.00 26.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom chord live load in areas with
42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L 1166 /- /- /1188 /715 /320
M 962 /- /- /894 /710 /-
Wind reactions based on MWFRS
L Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
Bearings L & M are a rigid surface.
Bearings L & M require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 163 -79
B - C 1975 -1445
C - D 1980 -1354
Chords Tens. Comp.
D - E 1331 -963
E - F 1303 -803
F - G 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - L 98 -119
L - K 178 -576
K - J 1284 -2084
Chords Tens. Comp.
J - I 1284 -2084
I - H 483 -741
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
L - B 1368 -1066
B - K 1219 -1615
K - D 305 -341
D - I 855 -535
Webs Tens. Comp.
E - I 317 -263
I - F 757 -1125
F - H 1400 -913
G - H 137 -118
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.048 K 999 360
VERT(CL): 0.077 D 999 240
HORZ(LL): -0.015 H - -
HORZ(TL): 0.023 H - -
Creep Factor: 2.0
Max TC CSI: 0.712
Max BC CSI: 0.966
Max Web CSI: 0.661
Wgt: 149.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D11
Truss Type
HIPM
Qty
1
Ply
1 3178
06/23/2020
B2
W1
(a)
(a)
(a)(a)
A
B
C
D
E F G
HIJKL
M
5
12
2X4(A1)
3X6
3X6
3X6
4X4
3X4
3X6
5X6
3X8
4X4 1.5X4
3X6(R)
2'24'
SEAT PLATE REQ.SEAT PLATE REQ.
17'9'
26'
5"
7'
6
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 18.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 858 /- /- /900 /490 /400
I 646 /- /- /652 /442 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -96
B - C 1110 -912
Chords Tens. Comp.
C - D 85 -170
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 111 -122
H - G 136 -522
Chords Tens. Comp.
G - F 136 -522
F - E 785 -1247
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 862 -765
B - F 821 -883
F - C 583 -722
Webs Tens. Comp.
C - E 1372 -864
D - E 290 -222
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 F 999 360
VERT(CL): 0.039 F 999 240
HORZ(LL): -0.008 D - -
HORZ(TL): 0.011 D - -
Creep Factor: 2.0
Max TC CSI: 0.648
Max BC CSI: 0.731
Max Web CSI: 0.835
Wgt: 97.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D12
Truss Type
MONO
Qty
1
Ply
1 3199
06/23/2020
B2
W1
(a)
A
B
C
D
EFGH I
5
12
2X4(A1)
3X4
3X6
3X4 3X4
7X10
1.5X4
3X6(R)
2'16'4"
SEAT PLATE REQ.SEAT PLATE REQ.
18'4"
18'4"
5"
8'
0
"
1
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2 :B2 2x4 SP 2400f-2.0E:
Webs 2x4 SP #3 :W1 2x6 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)
BC 75 0.00 18.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 858 /- /- /900 /490 /400
I 646 /- /- /652 /442 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
I Brg Width = 8.0 Min Req = 1.5
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 168 -96
B - C 1110 -912
Chords Tens. Comp.
C - D 85 -170
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 111 -122
H - G 136 -522
Chords Tens. Comp.
G - F 136 -522
F - E 785 -1247
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
H - B 862 -765
B - F 821 -883
F - C 583 -722
Webs Tens. Comp.
C - E 1372 -864
D - E 290 -222
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 F 999 360
VERT(CL): 0.039 F 999 240
HORZ(LL): -0.008 D - -
HORZ(TL): 0.011 D - -
Creep Factor: 2.0
Max TC CSI: 0.648
Max BC CSI: 0.731
Max Web CSI: 0.835
Wgt: 97.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
D12
Truss Type
MONO
Qty
1
Ply
1 3199
06/23/2020
B2
W1
(a)
A
B
C
D
EFGH I
5
12
2X4(A1)
3X4
3X6
3X4 3X4
7X10
1.5X4
3X6(R)
2'16'4"
SEAT PLATE REQ.SEAT PLATE REQ.
18'4"
18'4"
5"
8'
0
"
1
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 11.00
BC: From 20 plf at 0.00 to 20 plf at 7.03
BC: From 10 plf at 7.03 to 10 plf at 11.00
TC: 339 lb Conc. Load at 7.03
TC: 86 lb Conc. Load at 9.06
BC: 198 lb Conc. Load at 7.03
BC: 114 lb Conc. Load at 9.06
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 11.00
BC 87 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 845 /- /- /- /741 /-
H 642 /- /- /- /662 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 319 -340
B - C 298 -349
Chords Tens. Comp.
C - D 33 -32
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 314 -279
Chords Tens. Comp.
F - E 452 -486
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - F 269 -260
F - C 331 -324
Webs Tens. Comp.
C - E 569 -528
D - E 127 -113
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.010 C 999 360
VERT(CL): -0.013 F 999 240
HORZ(LL): -0.005 E - -
HORZ(TL): 0.005 E - -
Creep Factor: 2.0
Max TC CSI: 0.381
Max BC CSI: 0.989
Max Web CSI: 0.327
Wgt: 55.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E01
Truss Type
HIPM
Qty
2
Ply
1 3033
06/23/2020
W1A
B
C D
EFGH
5
12
2X4(A1)
1.5X3
3X6
5X6 1.5X4
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
7'4'
11'
5"
3'
4
"
7'0"6
339#
2'0"6
86#
198#114#
1'11"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 11.00
BC: From 20 plf at 0.00 to 20 plf at 7.03
BC: From 10 plf at 7.03 to 10 plf at 11.00
TC: 339 lb Conc. Load at 7.03
TC: 86 lb Conc. Load at 9.06
BC: 198 lb Conc. Load at 7.03
BC: 114 lb Conc. Load at 9.06
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 11.00
BC 87 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 845 /- /- /- /741 /-
H 642 /- /- /- /662 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 319 -340
B - C 298 -349
Chords Tens. Comp.
C - D 33 -32
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 314 -279
Chords Tens. Comp.
F - E 452 -486
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - F 269 -260
F - C 331 -324
Webs Tens. Comp.
C - E 569 -528
D - E 127 -113
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): -0.010 C 999 360
VERT(CL): -0.013 F 999 240
HORZ(LL): -0.005 E - -
HORZ(TL): 0.005 E - -
Creep Factor: 2.0
Max TC CSI: 0.381
Max BC CSI: 0.989
Max Web CSI: 0.327
Wgt: 55.3 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E01
Truss Type
HIPM
Qty
2
Ply
1 3033
06/23/2020
W1A
B
C D
EFGH
5
12
2X4(A1)
1.5X3
3X6
5X6 1.5X4
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
7'4'
11'
5"
3'
4
"
7'0"6
339#
2'0"6
86#
198#114#
1'11"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 9.00 11.00
BC 75 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 586 /- /- /606 /348 /196
H 328 /- /- /291 /268 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 317 -220
B - C 386 -248
Chords Tens. Comp.
C - D 25 -21
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 234 -270
Chords Tens. Comp.
F - E 106 -154
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - F 488 -403
F - C 122 -326
Webs Tens. Comp.
C - E 346 -217
D - E 91 -63
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.009 F 999 360
VERT(CL): -0.012 F 999 240
HORZ(LL): -0.003 B - -
HORZ(TL): 0.003 B - -
Creep Factor: 2.0
Max TC CSI: 0.645
Max BC CSI: 0.603
Max Web CSI: 0.366
Wgt: 58.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E02
Truss Type
HIPM
Qty
4
Ply
1 3030
06/23/2020
W1A
B
C D
EFGH
5
12
2X4(A1)
1.5X3
3X6
5X6 1.5X3
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
9'2'
11'
5"
4'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 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)
TC 24 9.00 11.00
BC 75 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G 586 /- /- /606 /348 /196
H 328 /- /- /291 /268 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 317 -220
B - C 386 -248
Chords Tens. Comp.
C - D 25 -21
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 234 -270
Chords Tens. Comp.
F - E 106 -154
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - F 488 -403
F - C 122 -326
Webs Tens. Comp.
C - E 346 -217
D - E 91 -63
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.009 F 999 360
VERT(CL): -0.012 F 999 240
HORZ(LL): -0.003 B - -
HORZ(TL): 0.003 B - -
Creep Factor: 2.0
Max TC CSI: 0.645
Max BC CSI: 0.603
Max Web CSI: 0.366
Wgt: 58.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E02
Truss Type
HIPM
Qty
4
Ply
1 3030
06/23/2020
W1A
B
C D
EFGH
5
12
2X4(A1)
1.5X3
3X6
5X6 1.5X3
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
9'2'
11'
5"
4'
2
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 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)
BC 120 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 570 /- /- /598 /324 /240
F 341 /- /- /328 /229 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings E & F are a rigid surface.
Bearings E & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 488 -349
Chords Tens. Comp.
B - C 82 -178
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 362 -433
Chords Tens. Comp.
E - D 408 -797
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 378 -409
B - D 804 -412
Webs Tens. Comp.
C - D 316 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.019 E 999 360
VERT(CL): -0.028 E 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 B - -
Creep Factor: 2.0
Max TC CSI: 0.598
Max BC CSI: 0.834
Max Web CSI: 0.239
Wgt: 58.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E03
Truss Type
MONO
Qty
1
Ply
1 2475
06/23/2020
W1
(a)
A
B
C
D
E
F
5
12
2X4(A1)
1.5X3
3X6
1.5X4
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
11'
5"
5'
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 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)
BC 120 0.00 11.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 570 /- /- /598 /324 /240
F 341 /- /- /328 /229 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings E & F are a rigid surface.
Bearings E & F require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 488 -349
Chords Tens. Comp.
B - C 82 -178
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 362 -433
Chords Tens. Comp.
E - D 408 -797
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 378 -409
B - D 804 -412
Webs Tens. Comp.
C - D 316 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.019 E 999 360
VERT(CL): -0.028 E 999 240
HORZ(LL): -0.008 C - -
HORZ(TL): 0.011 B - -
Creep Factor: 2.0
Max TC CSI: 0.598
Max BC CSI: 0.834
Max Web CSI: 0.239
Wgt: 58.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
E03
Truss Type
MONO
Qty
1
Ply
1 2475
06/23/2020
W1
(a)
A
B
C
D
E
F
5
12
2X4(A1)
1.5X3
3X6
1.5X4
3X6(R)
2'9'
SEAT PLATE REQ.SEAT PLATE REQ.
11'
5"
5'
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 2x4 SP #3:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at 0.00 to 61 plf at 4.29
TC: From 30 plf at 4.29 to 30 plf at 7.12
TC: From 61 plf at 7.12 to 61 plf at 9.84
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 10 plf at 4.29 to 10 plf at 7.12
BC: From 20 plf at 7.12 to 20 plf at 9.84
TC: -282 lb Conc. Load at 4.29
TC: 136 lb Conc. Load at 7.12
BC: -313 lb Conc. Load at 4.29
BC: 64 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 44 0.00 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 446 /-57 /- /- /1518 /-
D 98 /-14 /- /- /203 /-
C 185 /- /- /- /261 /-
Wind reactions based on MWFRS
F Brg Width = 11.3 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 554 0
Chords Tens. Comp.
B - C 221 -74
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 0 -537
F - E 0 -664
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
F - B 759 -283
Webs Tens. Comp.
B - E 674 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.066 F 589 360
VERT(CL): 0.071 F 546 240
HORZ(LL): -0.016 B - -
HORZ(TL): 0.017 B - -
Creep Factor: 2.0
Max TC CSI: 0.659
Max BC CSI: 0.996
Max Web CSI: 0.201
Wgt: 42.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ5
Truss Type
HIP_
Qty
2
Ply
1 3027
06/23/2020
W2A
B
C
DE
F
3.54
12
2X4(A1)
3X4
3X6
4X4
2'9"3
SEAT PLATE REQ.
9'10"1
5"
3'
3
"
1
2
4'3"7
-282#
2'9"15
136#
-313#64#
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
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 2x4 SP #3:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 61 plf at 0.00 to 61 plf at 4.29
TC: From 30 plf at 4.29 to 30 plf at 7.12
TC: From 61 plf at 7.12 to 61 plf at 9.84
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 10 plf at 4.29 to 10 plf at 7.12
BC: From 20 plf at 7.12 to 20 plf at 9.84
TC: -282 lb Conc. Load at 4.29
TC: 136 lb Conc. Load at 7.12
BC: -313 lb Conc. Load at 4.29
BC: 64 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 44 0.00 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 446 /-57 /- /- /1518 /-
D 98 /-14 /- /- /203 /-
C 185 /- /- /- /261 /-
Wind reactions based on MWFRS
F Brg Width = 11.3 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 554 0
Chords Tens. Comp.
B - C 221 -74
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 0 -537
F - E 0 -664
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
F - B 759 -283
Webs Tens. Comp.
B - E 674 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.066 F 589 360
VERT(CL): 0.071 F 546 240
HORZ(LL): -0.016 B - -
HORZ(TL): 0.017 B - -
Creep Factor: 2.0
Max TC CSI: 0.659
Max BC CSI: 0.996
Max Web CSI: 0.201
Wgt: 42.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ5
Truss Type
HIP_
Qty
2
Ply
1 3027
06/23/2020
W2A
B
C
DE
F
3.54
12
2X4(A1)
3X4
3X6
4X4
2'9"3
SEAT PLATE REQ.
9'10"1
5"
3'
3
"
1
2
4'3"7
-282#
2'9"15
136#
-313#64#
2'8"11
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 12.67
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 2 plf at 4.29 to 2 plf at 12.67
TC: -282 lb Conc. Load at 4.29
TC: 88 lb Conc. Load at 7.12
TC: 226 lb Conc. Load at 9.94
BC: -313 lb Conc. Load at 4.29
BC: 7 lb Conc. Load at 7.12
BC: 123 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 12.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 531 /-257 /- /- /1323 /-
E 187 /- /- /- /307 /-
D 114 /- /- /- /129 /-
Wind reactions based on MWFRS
H Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 548 0
B - C 559 0
Chords Tens. Comp.
C - D 96 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - G 0 -525
G - F 144 -753
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - G 294 -48
G - C 358 -358
Webs Tens. Comp.
C - F 797 -153
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.049 G 849 360
VERT(CL): 0.051 G 812 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.015 C - -
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.945
Max Web CSI: 0.237
Wgt: 56.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ7
Truss Type
HIP_
Qty
1
Ply
1 2838
06/23/2020
W1A
B
C
D
EFGH
3.54
12
2X4(A1)
1.5X3
3X6
3X6
5X6
2'9"3
SEAT PLATE REQ.
12'8"
5"
4'
1
"
1
2
4'3"7
-282#
2'9"15
88#
2'9"15
226#
-313#7#123#
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
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 12.67
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 2 plf at 4.29 to 2 plf at 12.67
TC: -282 lb Conc. Load at 4.29
TC: 88 lb Conc. Load at 7.12
TC: 226 lb Conc. Load at 9.94
BC: -313 lb Conc. Load at 4.29
BC: 7 lb Conc. Load at 7.12
BC: 123 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 12.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Additional Notes
Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 531 /-257 /- /- /1323 /-
E 187 /- /- /- /307 /-
D 114 /- /- /- /129 /-
Wind reactions based on MWFRS
H Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 548 0
B - C 559 0
Chords Tens. Comp.
C - D 96 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - G 0 -525
G - F 144 -753
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - G 294 -48
G - C 358 -358
Webs Tens. Comp.
C - F 797 -153
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 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): 0.049 G 849 360
VERT(CL): 0.051 G 812 240
HORZ(LL): -0.014 C - -
HORZ(TL): 0.015 C - -
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.945
Max Web CSI: 0.237
Wgt: 56.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ7
Truss Type
HIP_
Qty
1
Ply
1 2838
06/23/2020
W1A
B
C
D
EFGH
3.54
12
2X4(A1)
1.5X3
3X6
3X6
5X6
2'9"3
SEAT PLATE REQ.
12'8"
5"
4'
1
"
1
2
4'3"7
-282#
2'9"15
88#
2'9"15
226#
-313#7#123#
2'8"11
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 12.67
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 2 plf at 4.29 to 2 plf at 12.67
TC: -282 lb Conc. Load at 4.29
TC: 88 lb Conc. Load at 7.12
TC: 226 lb Conc. Load at 9.94
BC: -313 lb Conc. Load at 4.29
BC: 7 lb Conc. Load at 7.12
BC: 123 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 71 0.00 12.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 531 /-257 /- /- /1332 /-
E 187 /- /- /- /340 /-
D 114 /- /- /- /128 /-
Wind reactions based on MWFRS
H Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 562 0
B - C 573 0
Chords Tens. Comp.
C - D 96 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - G 0 -538
G - F 144 -757
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - G 303 -48
G - C 350 -358
Webs Tens. Comp.
C - F 801 -153
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: 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): 0.051 G 812 360
VERT(CL): 0.053 G 777 240
HORZ(LL): -0.015 C - -
HORZ(TL): 0.016 C - -
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.989
Max Web CSI: 0.239
Wgt: 56.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ7P
Truss Type
HIP_
Qty
1
Ply
1 3124
06/23/2020
W1A
B
C
D
EFGH
3.54
12
2X4(A1)
1.5X3
3X6
3X6
5X6
2'9"3
SEAT PLATE REQ.
12'8"
5"
4'
1
"
1
2
4'3"7
-282#
2'9"15
88#
2'9"15
226#
-313#7#123#
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
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3 :W1 2x6 SP #2:
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 12.67
BC: From 20 plf at 0.00 to 20 plf at 4.29
BC: From 2 plf at 4.29 to 2 plf at 12.67
TC: -282 lb Conc. Load at 4.29
TC: 88 lb Conc. Load at 7.12
TC: 226 lb Conc. Load at 9.94
BC: -313 lb Conc. Load at 4.29
BC: 7 lb Conc. Load at 7.12
BC: 123 lb Conc. Load at 9.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 71 0.00 12.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -257# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 531 /-257 /- /- /1332 /-
E 187 /- /- /- /340 /-
D 114 /- /- /- /128 /-
Wind reactions based on MWFRS
H Brg Width = 11.3 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing H is a rigid surface.
Bearing H requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 562 0
B - C 573 0
Chords Tens. Comp.
C - D 96 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - G 0 -538
G - F 144 -757
Chords Tens. Comp.
F - E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - G 303 -48
G - C 350 -358
Webs Tens. Comp.
C - F 801 -153
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: 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): 0.051 G 812 360
VERT(CL): 0.053 G 777 240
HORZ(LL): -0.015 C - -
HORZ(TL): 0.016 C - -
Creep Factor: 2.0
Max TC CSI: 0.865
Max BC CSI: 0.989
Max Web CSI: 0.239
Wgt: 56.7 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
HJ7P
Truss Type
HIP_
Qty
1
Ply
1 3124
06/23/2020
W1A
B
C
D
EFGH
3.54
12
2X4(A1)
1.5X3
3X6
3X6
5X6
2'9"3
SEAT PLATE REQ.
12'8"
5"
4'
1
"
1
2
4'3"7
-282#
2'9"15
88#
2'9"15
226#
-313#7#123#
2'8"11
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 840 /- /- /827 /408 /91
D - /-292 /- /176 /349 /-
C - /-310 /- /139 /282 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 100 -198
Chords Tens. Comp.
B - C 147 -127
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 248 -61
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 784 -471
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.045 E 679 360
VERT(CL): 0.078 E 392 240
HORZ(LL): -0.021 C - -
HORZ(TL): 0.036 C - -
Creep Factor: 2.0
Max TC CSI: 0.273
Max BC CSI: 0.262
Max Web CSI: 0.120
Wgt: 11.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J1
Truss Type
JACK
Qty
1
Ply
1 2826
06/23/2020
A
B
C
D
E
F
5
12
2X4(A1)
2X4
3X6
2'
SEAT PLATE REQ.
2'6"12 5"4
3'
5"
1'
8
"
HB 5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 840 /- /- /827 /408 /91
D - /-292 /- /176 /349 /-
C - /-310 /- /139 /282 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 100 -198
Chords Tens. Comp.
B - C 147 -127
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 248 -61
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 784 -471
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.045 E 679 360
VERT(CL): 0.078 E 392 240
HORZ(LL): -0.021 C - -
HORZ(TL): 0.036 C - -
Creep Factor: 2.0
Max TC CSI: 0.273
Max BC CSI: 0.262
Max Web CSI: 0.120
Wgt: 11.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J1
Truss Type
JACK
Qty
1
Ply
1 2826
06/23/2020
A
B
C
D
E
F
5
12
2X4(A1)
2X4
3X6
2'
SEAT PLATE REQ.
2'6"12 5"4
3'
5"
1'
8
"
HB 5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 840 /- /- /889 /471 /91
D - /-292 /- /178 /351 /-
C - /-310 /- /144 /287 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 100 -239
Chords Tens. Comp.
B - C 210 -127
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 279 -61
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 979 -471
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.052 E 585 360
VERT(CL): 0.078 E 392 240
HORZ(LL): -0.024 C - -
HORZ(TL): 0.036 C - -
Creep Factor: 2.0
Max TC CSI: 0.379
Max BC CSI: 0.331
Max Web CSI: 0.157
Wgt: 11.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J1P
Truss Type
JACK
Qty
1
Ply
1 3010
06/23/2020
A
B
C
D
E
F
5
12
2X4(A1)
2X4
3X6
2'
SEAT PLATE REQ.
2'6"12 5"4
3'
5"
1'
8
"
HB 5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Additional Notes
Negative reaction(s) of -310# MAX. from a non-wind load case requires uplift
connection. See Maximum Reactions.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 840 /- /- /889 /471 /91
D - /-292 /- /178 /351 /-
C - /-310 /- /144 /287 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 100 -239
Chords Tens. Comp.
B - C 210 -127
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 279 -61
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 979 -471
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.052 E 585 360
VERT(CL): 0.078 E 392 240
HORZ(LL): -0.024 C - -
HORZ(TL): 0.036 C - -
Creep Factor: 2.0
Max TC CSI: 0.379
Max BC CSI: 0.331
Max Web CSI: 0.157
Wgt: 11.9 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J1P
Truss Type
JACK
Qty
1
Ply
1 3010
06/23/2020
A
B
C
D
E
F
5
12
2X4(A1)
2X4
3X6
2'
SEAT PLATE REQ.
2'6"12 5"4
3'
5"
1'
8
"
HB 5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 419 /- /- /358 /154 /153
D 4 /-29 /- /38 /42 /-
C 44 /-29 /- /14 /82 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 101 -194
Chords Tens. Comp.
B - C 17 -80
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 220 -67
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 380 -278
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.059 E 518 360
VERT(CL): 0.104 E 294 240
HORZ(LL): -0.027 C - -
HORZ(TL): 0.048 C - -
Creep Factor: 2.0
Max TC CSI: 0.311
Max BC CSI: 0.250
Max Web CSI: 0.059
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3
Truss Type
JACK
Qty
1
Ply
1 2829
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X3
2'
SEAT PLATE REQ.
2'6"12 2'5"4
5'
5"
2'
6
"
HB 2'5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 419 /- /- /358 /154 /153
D 4 /-29 /- /38 /42 /-
C 44 /-29 /- /14 /82 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 101 -194
Chords Tens. Comp.
B - C 17 -80
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 220 -67
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 380 -278
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.059 E 518 360
VERT(CL): 0.104 E 294 240
HORZ(LL): -0.027 C - -
HORZ(TL): 0.048 C - -
Creep Factor: 2.0
Max TC CSI: 0.311
Max BC CSI: 0.250
Max Web CSI: 0.059
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3
Truss Type
JACK
Qty
1
Ply
1 2829
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X3
2'
SEAT PLATE REQ.
2'6"12 2'5"4
5'
5"
2'
6
"
HB 2'5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 123 /- /- /127 /82 /-
C 60 /- /- /112 /67 /-
B 93 /- /- /45 /76 /91
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 90 -36
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 185 -93
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.000 A - -
HORZ(TL): 0.000 A - -
Creep Factor: 2.0
Max TC CSI: 0.280
Max BC CSI: 0.160
Max Web CSI: 0.055
Wgt: 11.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3E
Truss Type
JACK
Qty
1
Ply
1 3016
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
3"8 2'8"8
3'
1'
3
"
2'
6
"
HB 2'8"8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.00 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 123 /- /- /127 /82 /-
C 60 /- /- /112 /67 /-
B 93 /- /- /45 /76 /91
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 90 -36
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 185 -93
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.000 A - -
HORZ(TL): 0.000 A - -
Creep Factor: 2.0
Max TC CSI: 0.280
Max BC CSI: 0.160
Max Web CSI: 0.055
Wgt: 11.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3E
Truss Type
JACK
Qty
1
Ply
1 3016
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
3"8 2'8"8
3'
1'
3
"
2'
6
"
HB 2'8"8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 419 /- /- /442 /237 /153
D 4 /-29 /- /20 /22 /-
C 44 /-29 /- /11 /82 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 101 -235
Chords Tens. Comp.
B - C 17 -80
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 253 -67
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 437 -278
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.069 E 443 360
VERT(CL): 0.104 E 294 240
HORZ(LL): -0.032 C - -
HORZ(TL): 0.048 C - -
Creep Factor: 2.0
Max TC CSI: 0.317
Max BC CSI: 0.412
Max Web CSI: 0.085
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3P
Truss Type
JACK
Qty
2
Ply
1 3013
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 2'5"4
5'
5"
2'
6
"
HB 2'5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 419 /- /- /442 /237 /153
D 4 /-29 /- /20 /22 /-
C 44 /-29 /- /11 /82 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 101 -235
Chords Tens. Comp.
B - C 17 -80
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 253 -67
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 437 -278
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.069 E 443 360
VERT(CL): 0.104 E 294 240
HORZ(LL): -0.032 C - -
HORZ(TL): 0.048 C - -
Creep Factor: 2.0
Max TC CSI: 0.317
Max BC CSI: 0.412
Max Web CSI: 0.085
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J3P
Truss Type
JACK
Qty
2
Ply
1 3013
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 2'5"4
5'
5"
2'
6
"
HB 2'5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 451 /- /- /360 /180 /214
D 62 /- /- /34 /9 /-
C 113 /- /- /46 /159 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -236
Chords Tens. Comp.
B - C 43 -125
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 252 -72
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 416 -328
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.110 E 278 360
VERT(CL): 0.118 E 260 240
HORZ(LL): -0.053 C - -
HORZ(TL): 0.062 C - -
Creep Factor: 2.0
Max TC CSI: 0.464
Max BC CSI: 0.345
Max Web CSI: 0.077
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5
Truss Type
JACK
Qty
1
Ply
1 2832
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 4'5"4
7'
5"
3'
4
"
HB 4'5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 451 /- /- /360 /180 /214
D 62 /- /- /34 /9 /-
C 113 /- /- /46 /159 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -236
Chords Tens. Comp.
B - C 43 -125
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 252 -72
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 416 -328
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.110 E 278 360
VERT(CL): 0.118 E 260 240
HORZ(LL): -0.053 C - -
HORZ(TL): 0.062 C - -
Creep Factor: 2.0
Max TC CSI: 0.464
Max BC CSI: 0.345
Max Web CSI: 0.077
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5
Truss Type
JACK
Qty
1
Ply
1 2832
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 4'5"4
7'
5"
3'
4
"
HB 4'5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 204 /- /- /212 /139 /-
C 100 /- /- /186 /111 /-
B 154 /- /- /75 /127 /153
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 133 -59
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 291 -154
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.673
Max BC CSI: 0.449
Max Web CSI: 0.037
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5E
Truss Type
JACK
Qty
1
Ply
1 3019
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
5"8 4'6"8
5'
1'
3
"
3'
4
"
HB 4'6"8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 60 0.00 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 204 /- /- /212 /139 /-
C 100 /- /- /186 /111 /-
B 154 /- /- /75 /127 /153
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 133 -59
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 291 -154
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.673
Max BC CSI: 0.449
Max Web CSI: 0.037
Wgt: 17.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5E
Truss Type
JACK
Qty
1
Ply
1 3019
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
5"8 4'6"8
5'
1'
3
"
3'
4
"
HB 4'6"8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 451 /- /- /475 /256 /214
D 62 /- /- /115 /78 /-
C 113 /- /- /51 /157 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -266
Chords Tens. Comp.
B - C 43 -125
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 281 -73
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 432 -328
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.102 E 299 360
VERT(CL): 0.118 E 260 240
HORZ(LL): -0.049 C - -
HORZ(TL): 0.058 C - -
Creep Factor: 2.0
Max TC CSI: 0.457
Max BC CSI: 0.450
Max Web CSI: 0.092
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5P
Truss Type
JACK
Qty
1
Ply
1 3078
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 4'5"4
7'
5"
3'
4
"
HB 4'5"4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 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 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F 451 /- /- /475 /256 /214
D 62 /- /- /115 /78 /-
C 113 /- /- /51 /157 /-
Wind reactions based on MWFRS
F Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 104 -266
Chords Tens. Comp.
B - C 43 -125
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 281 -73
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 432 -328
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.102 E 299 360
VERT(CL): 0.118 E 260 240
HORZ(LL): -0.049 C - -
HORZ(TL): 0.058 C - -
Creep Factor: 2.0
Max TC CSI: 0.457
Max BC CSI: 0.450
Max Web CSI: 0.092
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J5P
Truss Type
JACK
Qty
1
Ply
1 3078
06/23/2020
A
B
C
DEF
5
12
2X4(A1)
1.5X3
1.5X4
2'
SEAT PLATE REQ.
2'6"12 4'5"4
7'
5"
3'
4
"
HB 4'5"4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 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 8.46
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 490 /- /- /374 /203 /276
F 111 /- /- /66 /52 /-
C 175 /- /- /99 /197 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
F Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 134 -217
Chords Tens. Comp.
B - C 67 -148
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 211 -115
Chords Tens. Comp.
E - D 185 -436
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 438 -377
Webs Tens. Comp.
B - D 444 -188
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.014 E 999 360
VERT(CL): 0.017 E 999 240
HORZ(LL): -0.007 C - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.353
Max Web CSI: 0.168
Wgt: 38.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7
Truss Type
EJAC
Qty
15
Ply
1 2835
06/23/2020
W2
A
B
C
D
E
F
5
12
2X4(A1)
1.5X4
3X6
3X3
2'
SEAT PLATE REQ.
9'
5"
4'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 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 8.46
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 490 /- /- /374 /203 /276
F 111 /- /- /66 /52 /-
C 175 /- /- /99 /197 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
F Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 134 -217
Chords Tens. Comp.
B - C 67 -148
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 211 -115
Chords Tens. Comp.
E - D 185 -436
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 438 -377
Webs Tens. Comp.
B - D 444 -188
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.014 E 999 360
VERT(CL): 0.017 E 999 240
HORZ(LL): -0.007 C - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.353
Max Web CSI: 0.168
Wgt: 38.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7
Truss Type
EJAC
Qty
15
Ply
1 2835
06/23/2020
W2
A
B
C
D
E
F
5
12
2X4(A1)
1.5X4
3X6
3X3
2'
SEAT PLATE REQ.
9'
5"
4'
2
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP 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 84 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 286 /- /- /187 /139 /-
C 140 /- /- /70 /- /-
B 216 /- /- /105 /115 /152
Wind reactions based on MWFRS
D Brg Width = 1.5
C Brg Width = 1.5
B Brg Width = 1.5
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -83
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 356 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.569
Max BC CSI: 0.325
Max Web CSI: 0.106
Wgt: 22.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7D
Truss Type
EJAC
Qty
2
Ply
1 3430
06/23/2020
A
B
CD
5
12
1.5X4
3X6
7'
3"8 6'8"8
1'
3
"
4'
2
"
HB 6'8"8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP 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 84 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 286 /- /- /187 /139 /-
C 140 /- /- /70 /- /-
B 216 /- /- /105 /115 /152
Wind reactions based on MWFRS
D Brg Width = 1.5
C Brg Width = 1.5
B Brg Width = 1.5
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -83
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 356 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.569
Max BC CSI: 0.325
Max Web CSI: 0.106
Wgt: 22.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7D
Truss Type
EJAC
Qty
2
Ply
1 3430
06/23/2020
A
B
CD
5
12
1.5X4
3X6
7'
3"8 6'8"8
1'
3
"
4'
2
"
HB 6'8"8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #2 :W3, W4 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 0.00 1.87
BC 56 0.00 4.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 191 /- /- /178 /176 /162
D 114 /- /- /184 /110 /-
C 86 /- /- /47 /106 /-
Wind reactions based on MWFRS
E Brg Width = 4.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 62 -56
Chords Tens. Comp.
B - C 33 -87
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
E - D 88 -251
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - E 109 -58
E - B 136 -119
Webs Tens. Comp.
B - D 302 -106
C - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.001 B 999 360
VERT(CL): 0.001 B 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.098
Max BC CSI: 0.172
Max Web CSI: 0.090
Wgt: 30.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7E
Truss Type
JACK
Qty
2
Ply
1 3024
06/23/2020
W3
W4
A B
C
DE
5
12
1.5X3
3X6(R)
4X6(R)
1.5X3
3X4(R)
SEAT PLATE REQ.
1'10"6 2'9"10
4'8"
2'
2
"
3'
4
"
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP 2400f-2.0E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #2 :W3, W4 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 0.00 1.87
BC 56 0.00 4.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 191 /- /- /178 /176 /162
D 114 /- /- /184 /110 /-
C 86 /- /- /47 /106 /-
Wind reactions based on MWFRS
E Brg Width = 4.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 62 -56
Chords Tens. Comp.
B - C 33 -87
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
E - D 88 -251
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - E 109 -58
E - B 136 -119
Webs Tens. Comp.
B - D 302 -106
C - D 0 0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.001 B 999 360
VERT(CL): 0.001 B 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.098
Max BC CSI: 0.172
Max Web CSI: 0.090
Wgt: 30.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7E
Truss Type
JACK
Qty
2
Ply
1 3024
06/23/2020
W3
W4
A B
C
DE
5
12
1.5X3
3X6(R)
4X6(R)
1.5X3
3X4(R)
SEAT PLATE REQ.
1'10"6 2'9"10
4'8"
2'
2
"
3'
4
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 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.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 496 /- /- /522 /282 /276
D 123 /- /- /211 /141 /-
C 165 /- /- /90 /202 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 102 -142
Chords Tens. Comp.
B - C 63 -148
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 155 -73
Chords Tens. Comp.
E - D 197 -399
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 343 -373
Webs Tens. Comp.
B - D 402 -198
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.013 E 999 360
VERT(CL): -0.012 E 999 240
HORZ(LL): -0.007 C - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.755
Max Web CSI: 0.176
Wgt: 38.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7P
Truss Type
EJAC
Qty
8
Ply
1 3433
06/23/2020
W2
A
B
C
D
E
5
12
2X4(A1)
1.5X3
3X6
3X3
2'
SEAT PLATE REQ.
9'
5"
4'
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
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2 :W2 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.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 496 /- /- /522 /282 /276
D 123 /- /- /211 /141 /-
C 165 /- /- /90 /202 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 102 -142
Chords Tens. Comp.
B - C 63 -148
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 155 -73
Chords Tens. Comp.
E - D 197 -399
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
E - B 343 -373
Webs Tens. Comp.
B - D 402 -198
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.013 E 999 360
VERT(CL): -0.012 E 999 240
HORZ(LL): -0.007 C - -
HORZ(TL): 0.007 C - -
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.755
Max Web CSI: 0.176
Wgt: 38.5 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J7P
Truss Type
EJAC
Qty
8
Ply
1 3433
06/23/2020
W2
A
B
C
D
E
5
12
2X4(A1)
1.5X3
3X6
3X3
2'
SEAT PLATE REQ.
9'
5"
4'
2
"
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x6 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 84 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 286 /- /- /298 /195 /-
C 140 /- /- /260 /155 /-
B 216 /- /- /105 /115 /152
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -83
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 356 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.569
Max BC CSI: 0.539
Max Web CSI: 0.045
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J8D
Truss Type
EJAC
Qty
2
Ply
1 3121
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
5"8 6'6"8
7'
1'
3
"
4'
2
"
HB 6'6"8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP M-30
Webs 2x6 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 84 0.00 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Reactions (lbs)
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D 286 /- /- /298 /195 /-
C 140 /- /- /260 /155 /-
B 216 /- /- /105 /115 /152
Wind reactions based on MWFRS
D Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing D is a rigid surface.
Bearing D requires a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 166 -83
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
D - C 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - D 356 -216
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.000 A 999 360
VERT(CL): 0.000 A 999 240
HORZ(LL): -0.001 A - -
HORZ(TL): 0.001 A - -
Creep Factor: 2.0
Max TC CSI: 0.569
Max BC CSI: 0.539
Max Web CSI: 0.045
Wgt: 23.1 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
J8D
Truss Type
EJAC
Qty
2
Ply
1 3121
06/23/2020
A
B
CD
5
12
1.5X4
3X6
SEAT PLATE REQ.
5"8 6'6"8
7'
1'
3
"
4'
2
"
HB 6'6"8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 1.70 11.79
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /43 /50 /3
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 279 -290
C - D 261 -255
D - E 260 -255
Chords Tens. Comp.
E - F 261 -255
F - G 277 -290
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 255 -163
J - I 255 -163
Chords Tens. Comp.
I - G 255 -163
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 269 -236
Webs Tens. Comp.
E - I 269 -236
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.008 C 999 360
VERT(CL): 0.012 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.005 J - -
Creep Factor: 2.0
Max TC CSI: 0.175
Max BC CSI: 0.205
Max Web CSI: 0.080
Wgt: 49.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB01
Truss Type
VAL
Qty
4
Ply
1 3313
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
1'8"7 10'1"1'8"7
1'1"1'1"
3"14
1'0"7
1'
2
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 1.70 11.79
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /43 /50 /3
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 279 -290
C - D 261 -255
D - E 260 -255
Chords Tens. Comp.
E - F 261 -255
F - G 277 -290
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 255 -163
J - I 255 -163
Chords Tens. Comp.
I - G 255 -163
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 269 -236
Webs Tens. Comp.
E - I 269 -236
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.008 C 999 360
VERT(CL): 0.012 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.005 J - -
Creep Factor: 2.0
Max TC CSI: 0.175
Max BC CSI: 0.205
Max Web CSI: 0.080
Wgt: 49.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB01
Truss Type
VAL
Qty
4
Ply
1 3313
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
1'8"7 10'1"1'8"7
1'1"1'1"
3"14
1'0"7
1'
2
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 3.70 9.79
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /40 /5
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 286 -281
C - D 301 -227
D - E 301 -227
Chords Tens. Comp.
E - F 301 -227
F - G 284 -281
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 227 -145
J - I 227 -145
Chords Tens. Comp.
I - G 227 -145
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 221 -193
Webs Tens. Comp.
E - I 221 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.006 F 999 360
VERT(CL): 0.009 I 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.004 J - -
Creep Factor: 2.0
Max TC CSI: 0.178
Max BC CSI: 0.194
Max Web CSI: 0.066
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB02
Truss Type
VAL
Qty
1
Ply
1 3316
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
3'8"7 6'1"3'8"7
1'1"1'1"
3"14
1'
1
0
"
7
2'
0
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 3.70 9.79
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /40 /5
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 286 -281
C - D 301 -227
D - E 301 -227
Chords Tens. Comp.
E - F 301 -227
F - G 284 -281
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 227 -145
J - I 227 -145
Chords Tens. Comp.
I - G 227 -145
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 221 -193
Webs Tens. Comp.
E - I 221 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.006 F 999 360
VERT(CL): 0.009 I 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.004 J - -
Creep Factor: 2.0
Max TC CSI: 0.178
Max BC CSI: 0.194
Max Web CSI: 0.066
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB02
Truss Type
VAL
Qty
1
Ply
1 3316
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
3'8"7 6'1"3'8"7
1'1"1'1"
3"14
1'
1
0
"
7
2'
0
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 5.70 7.79
BC 75 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /30 /7
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 67 -61
C - D 114 -55
D - E 89 -17
Chords Tens. Comp.
E - F 116 -55
F - G 67 -68
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 123 -18
J - I 130 -21
Chords Tens. Comp.
I - G 120 -21
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 340 -262
Webs Tens. Comp.
I - F 339 -262
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 I 999 360
VERT(CL): 0.014 I 999 240
HORZ(LL): 0.004 J - -
HORZ(TL): 0.008 J - -
Creep Factor: 2.0
Max TC CSI: 0.219
Max BC CSI: 0.175
Max Web CSI: 0.101
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB03
Truss Type
VAL
Qty
3
Ply
1 3319
06/23/2020
A
B
C
D E
F
G
H
IJ
5
12
2X4(A1)
1.5X3
1.5X3
5X6 5X6
1.5X3
1.5X3
2X4(A1)
13'5"14
5'8"7 2'1"5'8"7
1'1"1'1"
3"14
2'
8
"
7
2'
1
0
"
1
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 5.70 7.79
BC 75 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /30 /7
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 67 -61
C - D 114 -55
D - E 89 -17
Chords Tens. Comp.
E - F 116 -55
F - G 67 -68
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 123 -18
J - I 130 -21
Chords Tens. Comp.
I - G 120 -21
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 340 -262
Webs Tens. Comp.
I - F 339 -262
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 I 999 360
VERT(CL): 0.014 I 999 240
HORZ(LL): 0.004 J - -
HORZ(TL): 0.008 J - -
Creep Factor: 2.0
Max TC CSI: 0.219
Max BC CSI: 0.175
Max Web CSI: 0.101
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB03
Truss Type
VAL
Qty
3
Ply
1 3319
06/23/2020
A
B
C
D E
F
G
H
IJ
5
12
2X4(A1)
1.5X3
1.5X3
5X6 5X6
1.5X3
1.5X3
2X4(A1)
13'5"14
5'8"7 2'1"5'8"7
1'1"1'1"
3"14
2'
8
"
7
2'
1
0
"
1
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /45 /27 /8
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 31 -71
C - D 88 -63
Chords Tens. Comp.
D - E 87 -63
E - F 43 -71
F - G 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - I 151 -36
I - H 158 -39
Chords Tens. Comp.
H - F 149 -40
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - I 317 -258
Webs Tens. Comp.
H - E 316 -258
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 H 999 360
VERT(CL): 0.014 H 999 240
HORZ(LL): -0.004 I - -
HORZ(TL): 0.007 I - -
Creep Factor: 2.0
Max TC CSI: 0.210
Max BC CSI: 0.175
Max Web CSI: 0.094
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB04
Truss Type
VAL
Qty
1
Ply
1 3322
06/23/2020
A
B
C
D
E
F
G
HI
5
12
2X4(A1)
1.5X3
1.5X3
3X4
1.5X3
1.5X3
2X4(A1)
13'5"14
6'8"15 6'8"15
1'1"1'1"
3"14
3'
1
"
1
0
3'
3
"
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /45 /27 /8
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 31 -71
C - D 88 -63
Chords Tens. Comp.
D - E 87 -63
E - F 43 -71
F - G 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - I 151 -36
I - H 158 -39
Chords Tens. Comp.
H - F 149 -40
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - I 317 -258
Webs Tens. Comp.
H - E 316 -258
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 H 999 360
VERT(CL): 0.014 H 999 240
HORZ(LL): -0.004 I - -
HORZ(TL): 0.007 I - -
Creep Factor: 2.0
Max TC CSI: 0.210
Max BC CSI: 0.175
Max Web CSI: 0.094
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB04
Truss Type
VAL
Qty
1
Ply
1 3322
06/23/2020
A
B
C
D
E
F
G
HI
5
12
2X4(A1)
1.5X3
1.5X3
3X4
1.5X3
1.5X3
2X4(A1)
13'5"14
6'8"15 6'8"15
1'1"1'1"
3"14
3'
1
"
1
0
3'
3
"
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.16 7.33
BC 75 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /28 /8
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 42 -68
C - D 100 -61
D - E 88 -17
Chords Tens. Comp.
E - F 99 -61
F - G 42 -70
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 137 -26
J - I 143 -29
Chords Tens. Comp.
I - G 134 -30
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 334 -259
Webs Tens. Comp.
I - F 333 -259
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 J 999 360
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 J - -
HORZ(TL): 0.007 J - -
Creep Factor: 2.0
Max TC CSI: 0.209
Max BC CSI: 0.174
Max Web CSI: 0.099
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB05
Truss Type
VAL
Qty
1
Ply
1 3325
06/23/2020
A
B
C
D E
F
G
H
IJ
5
12
2X4(A1)
1.5X3
1.5X3
5X6 5X6
1.5X3
1.5X3
2X4(A1)
13'5"14
6'1"15 1'2"6'1"15
1'1"1'1"
3"14
2'
1
0
"
1
1
3'
0
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 6.16 7.33
BC 75 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /28 /8
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 42 -68
C - D 100 -61
D - E 88 -17
Chords Tens. Comp.
E - F 99 -61
F - G 42 -70
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 137 -26
J - I 143 -29
Chords Tens. Comp.
I - G 134 -30
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - J 334 -259
Webs Tens. Comp.
I - F 333 -259
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 J 999 360
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 J - -
HORZ(TL): 0.007 J - -
Creep Factor: 2.0
Max TC CSI: 0.209
Max BC CSI: 0.174
Max Web CSI: 0.099
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB05
Truss Type
VAL
Qty
1
Ply
1 3325
06/23/2020
A
B
C
D E
F
G
H
IJ
5
12
2X4(A1)
1.5X3
1.5X3
5X6 5X6
1.5X3
1.5X3
2X4(A1)
13'5"14
6'1"15 1'2"6'1"15
1'1"1'1"
3"14
2'
1
0
"
1
1
3'
0
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.16 9.33
BC 120 0.15 13.36
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /38 /6
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 263 -258
C - D 286 -202
D - E 286 -202
Chords Tens. Comp.
E - F 285 -202
F - G 260 -258
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 202 -117
J - I 202 -117
Chords Tens. Comp.
I - G 202 -117
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 234 -192
Webs Tens. Comp.
E - I 234 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.006 I 999 360
VERT(CL): 0.010 I 999 240
HORZ(LL): -0.003 I - -
HORZ(TL): 0.005 I - -
Creep Factor: 2.0
Max TC CSI: 0.209
Max BC CSI: 0.197
Max Web CSI: 0.070
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB06
Truss Type
VAL
Qty
1
Ply
1 3328
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'6"
4'1"15 5'2"4'2"1
1'1"1'1"
3"14
2'
0
"
1
1
2'
2
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.16 9.33
BC 120 0.15 13.36
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /44 /38 /6
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 263 -258
C - D 286 -202
D - E 286 -202
Chords Tens. Comp.
E - F 285 -202
F - G 260 -258
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 202 -117
J - I 202 -117
Chords Tens. Comp.
I - G 202 -117
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 234 -192
Webs Tens. Comp.
E - I 234 -193
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.006 I 999 360
VERT(CL): 0.010 I 999 240
HORZ(LL): -0.003 I - -
HORZ(TL): 0.005 I - -
Creep Factor: 2.0
Max TC CSI: 0.209
Max BC CSI: 0.197
Max Web CSI: 0.070
Wgt: 50.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB06
Truss Type
VAL
Qty
1
Ply
1 3328
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'6"
4'1"15 5'2"4'2"1
1'1"1'1"
3"14
2'
0
"
1
1
2'
2
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 2.16 11.33
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /43 /48 /4
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 291 -291
C - D 282 -252
D - E 282 -251
Chords Tens. Comp.
E - F 282 -252
F - G 289 -291
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 251 -168
J - I 251 -168
Chords Tens. Comp.
I - G 251 -168
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 261 -225
Webs Tens. Comp.
E - I 262 -225
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.008 C 999 360
VERT(CL): 0.012 C 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.005 J - -
Creep Factor: 2.0
Max TC CSI: 0.175
Max BC CSI: 0.172
Max Web CSI: 0.078
Wgt: 47.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB07
Truss Type
VAL
Qty
1
Ply
1 3331
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
2'1"15 9'2"2'1"15
1'1"1'1"
3"14
1'2"11
1'
4
"
5
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 2.16 11.33
BC 120 0.15 13.35
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 88 /- /- /43 /48 /4
Wind reactions based on MWFRS
B Brg Width = 161 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 17 0
B - C 291 -291
C - D 282 -252
D - E 282 -251
Chords Tens. Comp.
E - F 282 -252
F - G 289 -291
G - H 17 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
B - J 251 -168
J - I 251 -168
Chords Tens. Comp.
I - G 251 -168
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
D - J 261 -225
Webs Tens. Comp.
E - I 262 -225
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.008 C 999 360
VERT(CL): 0.012 C 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.005 J - -
Creep Factor: 2.0
Max TC CSI: 0.175
Max BC CSI: 0.172
Max Web CSI: 0.078
Wgt: 47.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
PB07
Truss Type
VAL
Qty
1
Ply
1 3331
06/23/2020
A
B
C D E F
G
H
IJ
5
12
2X4(A1)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(A1)
13'5"14
2'1"15 9'2"2'1"15
1'1"1'1"
3"14
1'2"11
1'
4
"
5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
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 45 0.00 3.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /31 /15 /4
Wind reactions based on MWFRS
D Brg Width = 44.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 219 -199
Chords Tens. Comp.
B - C 219 -199
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 203 -185
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003 - -
Creep Factor: 2.0
Max TC CSI: 0.058
Max BC CSI: 0.100
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V01
Truss Type
VAL
Qty
1
Ply
1 3410
06/23/2020
A
B
C
D
5
12
2X4(D8R)3X4 2X4(D8R)
3'8"8
8"6 1'1"15 1'1"15 8"6
0"4
9"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
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 45 0.00 3.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /31 /15 /4
Wind reactions based on MWFRS
D Brg Width = 44.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 219 -199
Chords Tens. Comp.
B - C 219 -199
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 203 -185
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003 - -
Creep Factor: 2.0
Max TC CSI: 0.058
Max BC CSI: 0.100
Max Web CSI: 0.000
Wgt: 11.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V01
Truss Type
VAL
Qty
1
Ply
1 3410
06/23/2020
A
B
C
D
5
12
2X4(D8R)3X4 2X4(D8R)
3'8"8
8"6 1'1"15 1'1"15 8"6
0"4
9"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 81 /- /- /37 /24 /5
Wind reactions based on MWFRS
E Brg Width = 92.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 206 -181
Chords Tens. Comp.
B - C 206 -182
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - D 247 -160
Chords Tens. Comp.
D - C 247 -160
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - D 392 -302
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 D 999 360
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.005 D - -
Creep Factor: 2.0
Max TC CSI: 0.173
Max BC CSI: 0.179
Max Web CSI: 0.117
Wgt: 25.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V02
Truss Type
VAL
Qty
1
Ply
1 3413
06/23/2020
A
B
C
D
E
5
12
2X4(D8R)
4X4
1.5X3
2X4(D8R)
7'8"8
8"6 3'1"15 3'1"15 8"6
3'8"8 3"8 3'8"8
0"4
1'
7
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 81 /- /- /37 /24 /5
Wind reactions based on MWFRS
E Brg Width = 92.5 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 206 -181
Chords Tens. Comp.
B - C 206 -182
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - D 247 -160
Chords Tens. Comp.
D - C 247 -160
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - D 392 -302
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 D 999 360
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.005 D - -
Creep Factor: 2.0
Max TC CSI: 0.173
Max BC CSI: 0.179
Max Web CSI: 0.117
Wgt: 25.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V02
Truss Type
VAL
Qty
1
Ply
1 3413
06/23/2020
A
B
C
D
E
5
12
2X4(D8R)
4X4
1.5X3
2X4(D8R)
7'8"8
8"6 3'1"15 3'1"15 8"6
3'8"8 3"8 3'8"8
0"4
1'
7
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 7.18
BC 120 0.00 11.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G* 81 /- /- /39 /27 /4
Wind reactions based on MWFRS
G Brg Width = 140 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 259 -178
B - C 298 -138
Chords Tens. Comp.
C - D 298 -138
D - E 259 -178
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 138 -153
Chords Tens. Comp.
F - E 138 -153
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 340 -294
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 F 999 360
VERT(CL): 0.046 F 999 240
HORZ(LL): -0.007 F - -
HORZ(TL): 0.015 F - -
Creep Factor: 2.0
Max TC CSI: 0.348
Max BC CSI: 0.363
Max Web CSI: 0.101
Wgt: 37.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V03
Truss Type
VAL
Qty
1
Ply
1 3416
06/23/2020
A
B C D
E
F
G
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
5X6
2X4(D8R)
11'8"8
8"6 3'10"2'7"13 3'10"8"6
5'8"8 3"8 5'8"8
0"4
1'
1
0
"
1
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 7.18
BC 120 0.00 11.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
G* 81 /- /- /39 /27 /4
Wind reactions based on MWFRS
G Brg Width = 140 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 259 -178
B - C 298 -138
Chords Tens. Comp.
C - D 298 -138
D - E 259 -178
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - F 138 -153
Chords Tens. Comp.
F - E 138 -153
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 340 -294
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.023 F 999 360
VERT(CL): 0.046 F 999 240
HORZ(LL): -0.007 F - -
HORZ(TL): 0.015 F - -
Creep Factor: 2.0
Max TC CSI: 0.348
Max BC CSI: 0.363
Max Web CSI: 0.101
Wgt: 37.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V03
Truss Type
VAL
Qty
1
Ply
1 3416
06/23/2020
A
B C D
E
F
G
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
5X6
2X4(D8R)
11'8"8
8"6 3'10"2'7"13 3'10"8"6
5'8"8 3"8 5'8"8
0"4
1'
1
0
"
1
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 11.18
BC 120 0.00 15.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I* 82 /- /- /40 /32 /3
Wind reactions based on MWFRS
I Brg Width = 188 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 334 -305
B - C 362 -258
C - D 362 -258
Chords Tens. Comp.
D - E 362 -258
E - F 334 -305
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 258 -228
H - G 258 -228
Chords Tens. Comp.
G - F 258 -228
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - H 247 -226
Webs Tens. Comp.
D - G 247 -226
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.030 H 999 360
VERT(CL): 0.062 H 999 240
HORZ(LL): -0.010 G - -
HORZ(TL): 0.019 G - -
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.349
Max Web CSI: 0.074
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V04
Truss Type
VAL
Qty
1
Ply
1 3419
06/23/2020
A
B C D E
F
GH
I
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(D8R)
15'8"8
8"6 3'10"6'7"13 3'10"8"6
5'10"4 4'5'10"4
0"4
1'
1
0
"
1
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 11.18
BC 120 0.00 15.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
I* 82 /- /- /40 /32 /3
Wind reactions based on MWFRS
I Brg Width = 188 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 334 -305
B - C 362 -258
C - D 362 -258
Chords Tens. Comp.
D - E 362 -258
E - F 334 -305
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - H 258 -228
H - G 258 -228
Chords Tens. Comp.
G - F 258 -228
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - H 247 -226
Webs Tens. Comp.
D - G 247 -226
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.030 H 999 360
VERT(CL): 0.062 H 999 240
HORZ(LL): -0.010 G - -
HORZ(TL): 0.019 G - -
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.349
Max Web CSI: 0.074
Wgt: 51.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V04
Truss Type
VAL
Qty
1
Ply
1 3419
06/23/2020
A
B C D E
F
GH
I
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3
5X6
2X4(D8R)
15'8"8
8"6 3'10"6'7"13 3'10"8"6
5'10"4 4'5'10"4
0"4
1'
1
0
"
1
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 15.18
BC 120 0.00 19.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L* 82 /- /- /40 /36 /2
Wind reactions based on MWFRS
L Brg Width = 236 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 268 -256
B - C 297 -210
C - D 297 -211
Chords Tens. Comp.
D - E 297 -211
E - F 297 -210
F - G 268 -256
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 211 -170
K - J 211 -170
J - I 211 -170
Chords Tens. Comp.
I - H 211 -170
H - G 211 -170
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 265 -266
D - J 245 -199
Webs Tens. Comp.
E - H 264 -265
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 K 999 360
VERT(CL): 0.058 K 999 240
HORZ(LL): -0.005 K - -
HORZ(TL): 0.010 K - -
Creep Factor: 2.0
Max TC CSI: 0.306
Max BC CSI: 0.336
Max Web CSI: 0.079
Wgt: 65.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V05
Truss Type
VAL
Qty
1
Ply
1 3423
06/23/2020
A
B C D E F
G
HIJK
L
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3 3X4
1.5X3
1.5X3
5X6
2X4(D8R)
19'8"8
8"6 3'10"10'7"13 3'10"8"6
5'10"4 8'5'10"4
0"4
1'
1
0
"
1
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 15.18
BC 120 0.00 19.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L* 82 /- /- /40 /36 /2
Wind reactions based on MWFRS
L Brg Width = 236 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 268 -256
B - C 297 -210
C - D 297 -211
Chords Tens. Comp.
D - E 297 -211
E - F 297 -210
F - G 268 -256
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 211 -170
K - J 211 -170
J - I 211 -170
Chords Tens. Comp.
I - H 211 -170
H - G 211 -170
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 265 -266
D - J 245 -199
Webs Tens. Comp.
E - H 264 -265
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 K 999 360
VERT(CL): 0.058 K 999 240
HORZ(LL): -0.005 K - -
HORZ(TL): 0.010 K - -
Creep Factor: 2.0
Max TC CSI: 0.306
Max BC CSI: 0.336
Max Web CSI: 0.079
Wgt: 65.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V05
Truss Type
VAL
Qty
1
Ply
1 3423
06/23/2020
A
B C D E F
G
HIJK
L
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3 3X4
1.5X3
1.5X3
5X6
2X4(D8R)
19'8"8
8"6 3'10"10'7"13 3'10"8"6
5'10"4 8'5'10"4
0"4
1'
1
0
"
1
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 19.18
BC 120 0.00 23.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L* 82 /- /- /40 /50 /2
Wind reactions based on MWFRS
L Brg Width = 284 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 184 -171
B - C 220 -132
C - D 221 -132
Chords Tens. Comp.
D - E 221 -132
E - F 220 -132
F - G 185 -171
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 132 -93
K - J 132 -93
J - I 132 -93
Chords Tens. Comp.
I - H 132 -93
H - G 132 -93
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 342 -340
D - J 395 -359
Webs Tens. Comp.
E - H 341 -341
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.029 K 999 360
VERT(CL): 0.054 H 999 240
HORZ(LL): 0.005 H - -
HORZ(TL): 0.010 H - -
Creep Factor: 2.0
Max TC CSI: 0.400
Max BC CSI: 0.365
Max Web CSI: 0.118
Wgt: 77.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V06
Truss Type
VAL
Qty
1
Ply
1 3427
06/23/2020
A
B C D E F
G
HIJK
L
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3 3X6
1.5X3
1.5X3
5X6
2X4(D8R)
23'8"8
8"6 3'10"14'7"13 3'10"8"6
5'10"4 12'5'10"4
0"4
1'
1
0
"
1
4
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 4.53 19.18
BC 120 0.00 23.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
L* 82 /- /- /40 /50 /2
Wind reactions based on MWFRS
L Brg Width = 284 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 184 -171
B - C 220 -132
C - D 221 -132
Chords Tens. Comp.
D - E 221 -132
E - F 220 -132
F - G 185 -171
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - K 132 -93
K - J 132 -93
J - I 132 -93
Chords Tens. Comp.
I - H 132 -93
H - G 132 -93
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - K 342 -340
D - J 395 -359
Webs Tens. Comp.
E - H 341 -341
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.029 K 999 360
VERT(CL): 0.054 H 999 240
HORZ(LL): 0.005 H - -
HORZ(TL): 0.010 H - -
Creep Factor: 2.0
Max TC CSI: 0.400
Max BC CSI: 0.365
Max Web CSI: 0.118
Wgt: 77.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
V06
Truss Type
VAL
Qty
1
Ply
1 3427
06/23/2020
A
B C D E F
G
HIJK
L
5
12
2X4(D8R)
5X6 1.5X3
1.5X3
1.5X3
1.5X3 3X6
1.5X3
1.5X3
5X6
2X4(D8R)
23'8"8
8"6 3'10"14'7"13 3'10"8"6
5'10"4 12'5'10"4
0"4
1'
1
0
"
1
4
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
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 22 0.00 1.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /39 /13 /13
Wind reactions based on MWFRS
D Brg Width = 22.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 0 -12
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 52 -4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.002 B 999 360
VERT(CL): 0.004 B 999 240
HORZ(LL): 0.001 B - -
HORZ(TL): 0.001 B - -
Creep Factor: 2.0
Max TC CSI: 0.024
Max BC CSI: 0.060
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM01
Truss Type
VAL
Qty
1
Ply
1 3368
06/23/2020
A
B
CD
5
12
2X4(D8R)
1'10"4
8"6 1'1"15
0"4
9"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
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 22 0.00 1.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /39 /13 /13
Wind reactions based on MWFRS
D Brg Width = 22.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 0 -12
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 52 -4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.002 B 999 360
VERT(CL): 0.004 B 999 240
HORZ(LL): 0.001 B - -
HORZ(TL): 0.001 B - -
Creep Factor: 2.0
Max TC CSI: 0.024
Max BC CSI: 0.060
Max Web CSI: 0.000
Wgt: 5.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM01
Truss Type
VAL
Qty
1
Ply
1 3368
06/23/2020
A
B
CD
5
12
2X4(D8R)
1'10"4
8"6 1'1"15
0"4
9"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 46 0.00 3.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /46 /17 /15
Wind reactions based on MWFRS
D Brg Width = 46.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 26 -63
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 135 -9
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 171 -95
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.002 C - -
HORZ(TL): 0.005 C - -
Creep Factor: 2.0
Max TC CSI: 0.184
Max BC CSI: 0.169
Max Web CSI: 0.088
Wgt: 14.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM02
Truss Type
VAL
Qty
2
Ply
1 3454
06/23/2020
A
B
CD
5
12
2X4(D8R)
1.5X3
1.5X4
3'10"4
8"6 3'1"15
3'6"12 3"8
0"4
1'
7
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 46 0.00 3.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /46 /17 /15
Wind reactions based on MWFRS
D Brg Width = 46.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 26 -63
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 135 -9
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 171 -95
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.002 C - -
HORZ(TL): 0.005 C - -
Creep Factor: 2.0
Max TC CSI: 0.184
Max BC CSI: 0.169
Max Web CSI: 0.088
Wgt: 14.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM02
Truss Type
VAL
Qty
2
Ply
1 3454
06/23/2020
A
B
CD
5
12
2X4(D8R)
1.5X3
1.5X4
3'10"4
8"6 3'1"15
3'6"12 3"8
0"4
1'
7
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 70 0.00 5.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /48 /20 /16
Wind reactions based on MWFRS
D Brg Width = 70.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 35 -95
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 179 -12
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 263 -149
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.009 C - -
HORZ(TL): 0.019 C - -
Creep Factor: 2.0
Max TC CSI: 0.463
Max BC CSI: 0.384
Max Web CSI: 0.211
Wgt: 19.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM03
Truss Type
VAL
Qty
1
Ply
1 3451
06/23/2020
A
B
CD
5
12
2X4(D8R)
1.5X3
3X6
5'10"4
8"6 5'1"15
5'6"12 3"8
0"4
2'
5
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 70 0.00 5.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 81 /- /- /48 /20 /16
Wind reactions based on MWFRS
D Brg Width = 70.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 35 -95
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - C 179 -12
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - C 263 -149
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.009 C - -
HORZ(TL): 0.019 C - -
Creep Factor: 2.0
Max TC CSI: 0.463
Max BC CSI: 0.384
Max Web CSI: 0.211
Wgt: 19.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM03
Truss Type
VAL
Qty
1
Ply
1 3451
06/23/2020
A
B
CD
5
12
2X4(D8R)
1.5X3
3X6
5'10"4
8"6 5'1"15
5'6"12 3"8
0"4
2'
5
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /21 /17
Wind reactions based on MWFRS
F Brg Width = 94.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 57 -198
Chords Tens. Comp.
B - C 0 -41
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 247 -26
Chords Tens. Comp.
E - D 251 -30
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 454 -280
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 E 999 360
VERT(CL): 0.073 E 999 240
HORZ(LL): -0.019 C - -
HORZ(TL): 0.039 C - -
Creep Factor: 2.0
Max TC CSI: 0.386
Max BC CSI: 0.337
Max Web CSI: 0.178
Wgt: 25.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM04
Truss Type
VAL
Qty
1
Ply
1 3448
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
7'10"4
8"6 7'1"15
5'10"4 3"8 1'8"8
0"4
3'
3
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /21 /17
Wind reactions based on MWFRS
F Brg Width = 94.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 57 -198
Chords Tens. Comp.
B - C 0 -41
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 247 -26
Chords Tens. Comp.
E - D 251 -30
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 454 -280
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.036 E 999 360
VERT(CL): 0.073 E 999 240
HORZ(LL): -0.019 C - -
HORZ(TL): 0.039 C - -
Creep Factor: 2.0
Max TC CSI: 0.386
Max BC CSI: 0.337
Max Web CSI: 0.178
Wgt: 25.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM04
Truss Type
VAL
Qty
1
Ply
1 3448
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
7'10"4
8"6 7'1"15
5'10"4 3"8 1'8"8
0"4
3'
3
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 9.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /22 /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 63 -244
Chords Tens. Comp.
B - C 30 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 285 -35
Chords Tens. Comp.
E - D 295 -38
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 405 -350
Webs Tens. Comp.
C - D 170 -78
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 E 999 360
VERT(CL): 0.060 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.013 E - -
Creep Factor: 2.0
Max TC CSI: 0.425
Max BC CSI: 0.297
Max Web CSI: 0.120
Wgt: 36.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM05
Truss Type
VAL
Qty
1
Ply
1 3460
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
9'10"4
8"6 9'1"15
5'10"4 4'
0"4
4'
1
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 9.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /22 /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 63 -244
Chords Tens. Comp.
B - C 30 -78
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 285 -35
Chords Tens. Comp.
E - D 295 -38
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 405 -350
Webs Tens. Comp.
C - D 170 -78
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.029 E 999 360
VERT(CL): 0.060 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.013 E - -
Creep Factor: 2.0
Max TC CSI: 0.425
Max BC CSI: 0.297
Max Web CSI: 0.120
Wgt: 36.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM05
Truss Type
VAL
Qty
1
Ply
1 3460
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
9'10"4
8"6 9'1"15
5'10"4 4'
0"4
4'
1
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 11.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /50 /22 /18
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 68 -304
Chords Tens. Comp.
B - C 54 -115
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 328 -43
Chords Tens. Comp.
E - D 340 -47
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 470 -426
Webs Tens. Comp.
C - D 235 -141
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 E 999 360
VERT(CL): 0.048 E 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.011 E - -
Creep Factor: 2.0
Max TC CSI: 0.634
Max BC CSI: 0.402
Max Web CSI: 0.140
Wgt: 44.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM06
Truss Type
VAL
Qty
1
Ply
1 3445
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
11'10"4
8"6 11'1"15
5'10"4 6'
0"4
4'
1
1
"
8
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 11.86
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /50 /22 /18
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 68 -304
Chords Tens. Comp.
B - C 54 -115
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 328 -43
Chords Tens. Comp.
E - D 340 -47
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 470 -426
Webs Tens. Comp.
C - D 235 -141
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 E 999 360
VERT(CL): 0.048 E 999 240
HORZ(LL): 0.005 E - -
HORZ(TL): 0.011 E - -
Creep Factor: 2.0
Max TC CSI: 0.634
Max BC CSI: 0.402
Max Web CSI: 0.140
Wgt: 44.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM06
Truss Type
VAL
Qty
1
Ply
1 3445
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
11'10"4
8"6 11'1"15
5'10"4 6'
0"4
4'
1
1
"
8
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /51 /26 /17
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 167 -103
B - C 53 -61
Chords Tens. Comp.
C - D 1 -1
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 38 -34
Chords Tens. Comp.
F - E 44 -31
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 285 -177
F - B 0 -276
Webs Tens. Comp.
B - E 583 -115
D - E 30 -41
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 C 999 360
VERT(CL): -0.012 C 999 240
HORZ(LL): -0.005 A - -
HORZ(TL): 0.008 C - -
Creep Factor: 2.0
Max TC CSI: 0.544
Max BC CSI: 0.312
Max Web CSI: 0.280
Wgt: 44.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM07
Truss Type
VAL
Qty
1
Ply
1 3373
06/23/2020
A
B
C D
E
F
G
5
12
1.5X4
3X6 1.5X3
3X4
5X6 1.5X3
3X6(R)
8'2"
7'2"8 11"8
1'
6
"
1
1
4'
6
"
1
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
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 7.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /51 /26 /17
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 167 -103
B - C 53 -61
Chords Tens. Comp.
C - D 1 -1
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 38 -34
Chords Tens. Comp.
F - E 44 -31
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 285 -177
F - B 0 -276
Webs Tens. Comp.
B - E 583 -115
D - E 30 -41
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 C 999 360
VERT(CL): -0.012 C 999 240
HORZ(LL): -0.005 A - -
HORZ(TL): 0.008 C - -
Creep Factor: 2.0
Max TC CSI: 0.544
Max BC CSI: 0.312
Max Web CSI: 0.280
Wgt: 44.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM07
Truss Type
VAL
Qty
1
Ply
1 3373
06/23/2020
A
B
C D
E
F
G
5
12
1.5X4
3X6 1.5X3
3X4
5X6 1.5X3
3X6(R)
8'2"
7'2"8 11"8
1'
6
"
1
1
4'
6
"
1
2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 5.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /48 /34 /25
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 204 -100
B - C 287 -83
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 49 -86
Chords Tens. Comp.
F - E 53 -91
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 261 -173
F - C 142 -291
Webs Tens. Comp.
C - E 665 -193
D - E 36 -35
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 B 999 360
VERT(CL): 0.050 B 999 240
HORZ(LL): -0.011 A - -
HORZ(TL): 0.023 A - -
Creep Factor: 2.0
Max TC CSI: 0.533
Max BC CSI: 0.309
Max Web CSI: 0.307
Wgt: 46.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM08
Truss Type
VAL
Qty
1
Ply
1 3376
06/23/2020
A
B C D
E
F
G
5
12
1.5X4
3X6
5X6
1.5X3
3X4 1.5X3
3X6(R)
8'2"
5'2"8 2'11"8
2'
4
"
1
1
4'
6
"
1
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
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 5.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /48 /34 /25
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 204 -100
B - C 287 -83
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 49 -86
Chords Tens. Comp.
F - E 53 -91
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 261 -173
F - C 142 -291
Webs Tens. Comp.
C - E 665 -193
D - E 36 -35
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 B 999 360
VERT(CL): 0.050 B 999 240
HORZ(LL): -0.011 A - -
HORZ(TL): 0.023 A - -
Creep Factor: 2.0
Max TC CSI: 0.533
Max BC CSI: 0.309
Max Web CSI: 0.307
Wgt: 46.2 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM08
Truss Type
VAL
Qty
1
Ply
1 3376
06/23/2020
A
B C D
E
F
G
5
12
1.5X4
3X6
5X6
1.5X3
3X4 1.5X3
3X6(R)
8'2"
5'2"8 2'11"8
2'
4
"
1
1
4'
6
"
1
2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 3.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /46 /41 /24
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 233 -112
B - C 261 -92
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 88 -121
Chords Tens. Comp.
F - E 92 -133
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 275 -167
F - C 352 -312
Webs Tens. Comp.
C - E 604 -210
D - E 44 -106
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.096 B 999 360
VERT(CL): 0.162 B 604 240
HORZ(LL): 0.042 A - -
HORZ(TL): 0.070 A - -
Creep Factor: 2.0
Max TC CSI: 0.663
Max BC CSI: 0.306
Max Web CSI: 0.432
Wgt: 47.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM09
Truss Type
VAL
Qty
2
Ply
1 3379
06/23/2020
A
B C D
E
F
G
5
12
2X4
3X6
5X6
1.5X3
3X4 1.5X3
3X6(R)
8'2"
3'2"8 4'11"8
3'
2
"
1
1
4'
6
"
1
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
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 3.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /46 /41 /24
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 233 -112
B - C 261 -92
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 88 -121
Chords Tens. Comp.
F - E 92 -133
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 275 -167
F - C 352 -312
Webs Tens. Comp.
C - E 604 -210
D - E 44 -106
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.096 B 999 360
VERT(CL): 0.162 B 604 240
HORZ(LL): 0.042 A - -
HORZ(TL): 0.070 A - -
Creep Factor: 2.0
Max TC CSI: 0.663
Max BC CSI: 0.306
Max Web CSI: 0.432
Wgt: 47.6 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM09
Truss Type
VAL
Qty
2
Ply
1 3379
06/23/2020
A
B C D
E
F
G
5
12
2X4
3X6
5X6
1.5X3
3X4 1.5X3
3X6(R)
8'2"
3'2"8 4'11"8
3'
2
"
1
1
4'
6
"
1
2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 1.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /43 /49 /24
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 224 -121
B - C 199 -102
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 132 -145
Chords Tens. Comp.
F - E 131 -162
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 242 -164
F - C 506 -324
Webs Tens. Comp.
C - E 467 -232
D - E 39 -89
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.087 B 999 360
VERT(CL): 0.102 B 959 240
HORZ(LL): 0.042 A - -
HORZ(TL): 0.047 A - -
Creep Factor: 2.0
Max TC CSI: 0.653
Max BC CSI: 0.307
Max Web CSI: 0.545
Wgt: 49.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM10
Truss Type
VAL
Qty
2
Ply
1 3382
06/23/2020
A
B C D
E
F
G
5
12
1.5X4
3X6
5X6
1.5X4
3X4 1.5X3
3X6(R)
8'2"
1'2"8 6'11"8
4'
0
"
1
1
4'
6
"
1
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
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 1.21 8.17
BC 98 0.00 8.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- /43 /49 /24
Wind reactions based on MWFRS
E Brg Width = 98.0 Min Req = -
Bearing G is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 224 -121
B - C 199 -102
Chords Tens. Comp.
C - D 0 0
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
G - F 132 -145
Chords Tens. Comp.
F - E 131 -162
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
A - G 242 -164
F - C 506 -324
Webs Tens. Comp.
C - E 467 -232
D - E 39 -89
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.087 B 999 360
VERT(CL): 0.102 B 959 240
HORZ(LL): 0.042 A - -
HORZ(TL): 0.047 A - -
Creep Factor: 2.0
Max TC CSI: 0.653
Max BC CSI: 0.307
Max Web CSI: 0.545
Wgt: 49.0 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM10
Truss Type
VAL
Qty
2
Ply
1 3382
06/23/2020
A
B C D
E
F
G
5
12
1.5X4
3X6
5X6
1.5X4
3X4 1.5X3
3X6(R)
8'2"
1'2"8 6'11"8
4'
0
"
1
1
4'
6
"
1
2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 7.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /27 /19
D /-177
Wind reactions based on MWFRS
F Brg Width = 84.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 48 -149
Chords Tens. Comp.
B - C 0 -21
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 15 -18
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 364 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.038 E 999 360
VERT(CL): 0.078 E 999 240
HORZ(LL): -0.015 C - -
HORZ(TL): 0.031 C - -
Creep Factor: 2.0
Max TC CSI: 0.449
Max BC CSI: 0.427
Max Web CSI: 0.210
Wgt: 23.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM11
Truss Type
VAL
Qty
1
Ply
1 3250
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X4
1.5X3
7'0"4
8"6 6'3"15
5'10"4 3"8
10"8
0"4
2'
1
1
"
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
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 7.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /27 /19
D /-177
Wind reactions based on MWFRS
F Brg Width = 84.3 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 48 -149
Chords Tens. Comp.
B - C 0 -21
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 15 -18
Chords Tens. Comp.
E - D 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 364 -213
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.038 E 999 360
VERT(CL): 0.078 E 999 240
HORZ(LL): -0.015 C - -
HORZ(TL): 0.031 C - -
Creep Factor: 2.0
Max TC CSI: 0.449
Max BC CSI: 0.427
Max Web CSI: 0.210
Wgt: 23.8 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM11
Truss Type
VAL
Qty
1
Ply
1 3250
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X4
1.5X3
7'0"4
8"6 6'3"15
5'10"4 3"8
10"8
0"4
2'
1
1
"
6
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 9.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /28 /20
Wind reactions based on MWFRS
F Brg Width = 108 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 64 -223
Chords Tens. Comp.
B - C 18 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 269 -32
Chords Tens. Comp.
E - D 278 -36
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 398 -330
Webs Tens. Comp.
C - D 128 -44
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.030 E 999 360
VERT(CL): 0.061 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.014 E - -
Creep Factor: 2.0
Max TC CSI: 0.391
Max BC CSI: 0.281
Max Web CSI: 0.118
Wgt: 36.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM12
Truss Type
VAL
Qty
1
Ply
1 3254
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
9'0"4
8"6 8'3"15
5'10"4 3'2"
0"4
3'
9
"
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
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 9.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /49 /28 /20
Wind reactions based on MWFRS
F Brg Width = 108 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 64 -223
Chords Tens. Comp.
B - C 18 -60
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 269 -32
Chords Tens. Comp.
E - D 278 -36
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 398 -330
Webs Tens. Comp.
C - D 128 -44
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.030 E 999 360
VERT(CL): 0.061 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.014 E - -
Creep Factor: 2.0
Max TC CSI: 0.391
Max BC CSI: 0.281
Max Web CSI: 0.118
Wgt: 36.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM12
Truss Type
VAL
Qty
1
Ply
1 3254
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
1.5X4
9'0"4
8"6 8'3"15
5'10"4 3'2"
0"4
3'
9
"
6
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
**WARNING**Please thoroughly review the ''A-1 ROOF TRUSSES (''SELLER''), GENERAL TERMS and CONDITIONS CUSTOMER (''BUYER'') ACKNOWLEDGMENT'' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner’s authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright © 2016 A-1 Roof Trusses – Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
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 11.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /50 /29 /20
Wind reactions based on MWFRS
F Brg Width = 132 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 66 -280
Chords Tens. Comp.
B - C 45 -102
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 310 -40
Chords Tens. Comp.
E - D 321 -43
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 440 -392
Webs Tens. Comp.
C - D 210 -116
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 E 999 360
VERT(CL): 0.054 E 999 240
HORZ(LL): -0.006 E - -
HORZ(TL): 0.012 E - -
Creep Factor: 2.0
Max TC CSI: 0.526
Max BC CSI: 0.346
Max Web CSI: 0.131
Wgt: 43.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM13
Truss Type
VAL
Qty
1
Ply
1 3257
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
11'0"4
8"6 10'3"15
5'10"4 5'2"
0"4
4'
7
"
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
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 11.02
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
Maximum Reactions (lbs), or *=PLF
Gravity Non-Gravity
Loc R+ / R- / Rh / Rw / U / RL
F* 82 /- /- /50 /29 /20
Wind reactions based on MWFRS
F Brg Width = 132 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - B 66 -280
Chords Tens. Comp.
B - C 45 -102
Maximum Bot Chord Forces Per Ply (lbs)
Chords Tens.Comp.
A - E 310 -40
Chords Tens. Comp.
E - D 321 -43
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - E 440 -392
Webs Tens. Comp.
C - D 210 -116
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.027 E 999 360
VERT(CL): 0.054 E 999 240
HORZ(LL): -0.006 E - -
HORZ(TL): 0.012 E - -
Creep Factor: 2.0
Max TC CSI: 0.526
Max BC CSI: 0.346
Max Web CSI: 0.131
Wgt: 43.4 lbs
VIEW Ver: 19.01.00A.0618.16
Job
81084
Truss
VM13
Truss Type
VAL
Qty
1
Ply
1 3257
06/23/2020
A
B
C
D
E
F
5
12
2X4(D8R)
1.5X3
1.5X4
1.5X3
3X6
11'0"4
8"6 10'3"15
5'10"4 5'2"
0"4
4'
7
"
6
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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
"
M
A
X
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
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
STDTL03ALTERNATE GABLE END BRACING DETAILFEBRUARY 17, 2017
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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
**
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
STDTL09FEBRUARY 17, 2017
T-BRACE / I-BRACE DETAIL
WITH 2X BRACE ONLY
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
STDTL10FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
45.00°45.00°45.00°
STDTL11FEBRUARY 17, 2017 LATERAL TOE-NAIL DETAIL
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
L
STDTL12FEBRUARY 17, 2017 UPLIFT TOE-NAIL DETAIL
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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 i n )
2x4 SP No. 2 (Min)
2x2 SP No. 3
STDTL13
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
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
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
STDTL15FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND
DAMAGED OR MISSING CHORD SPLICE PLATES
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
STDTL16FEBRUARY 17, 2017 SCAB APPLIED OVERHANGS
(L)
24" MAX
(2.0 x L)
24" MIN
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771