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*PLEASE, VERIFY*
*VERIFY ROOF PEAK LOCATION
*VERIFY DORMER DIMENSIONS
*ROOF PLANES VARY SLIGHTLY FROM PLANS
*VERIFY TRUSS LOADING BREAKDOWN (TOLL, TCDL, BCLL, BCDQ
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* NOTE: ALL CEILING DROPS BELOW BEAM ARE
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* NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW
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TRUSS I.D. AND TRUSS LOCATION ONLY. THE BUILDING
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DESIGNER IS RESPONSIBLE FOR THE STRUCTURAL
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STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE
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REVIEWED FOR
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at trusses, elevations,pitches,
overhangs, fascias,ceiling REVISE AND RESUBMIT
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elevations/pitches, bearing
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conditions &all detail pertaining ❑REJECTED
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to this truss placement plan. No
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without previous written approval DATE
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from an A-1 Roof Trusses
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representative. REVIEWED BY
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PLAN DATE
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CUSTOMER
TREFELNER CONSTRUCTION
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LANGEL RESIDENCE
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JOB #
85072
MASTER
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DATE
4120/21
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RE: Job 85072
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: TREFELNER CONSTRUCTION Project Name: LANGEL RESIDENCE
Lot/Block: Model:
Address: 10610 PINE NEEDLE DR., ST. LUCIE, FL. Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 7th Ed, 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-16 Wind Speed: 160
Roof Load: 45.0 psf Floor Load: 0.0 psf
This package includes 54 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2573
A01 G
6/16/21
13
2537
A13
6/16121
25
2522
B07
6/16/21
2
2472
A02
6/16/21
14
2513
A14
6/16/21
26
2513
BOBG
6/16/21
3
2476
A03
6116/21
15
2528
A15
6/16/21
27
2588
C01GE
6116/21
4
2480
A04
6/16/21
16
2594
A16G
6116121
28
2591
CO2GE
6/16/21
5
2487
A05
6/16/21
17
2606
A17
6/16121
29
2580
CO3
6/16/21
6
2491
A06
6/16/21
18
2593
A18GE
6/16/21
30
2583
C04
6/16/21
7
2491
A07
6/16/21
19
2585
B01GE
6/16/21
31
2586
C05
6/16/21
8 12531
A08
6/16/21
1 20
12537
B02
6/16/21
1 32
12567
C06GE
6/16/21
9
2729
A09
6/16/21
21
2543
B03
6/16/21
33
2597
D01
6/16/21
10
2499
A10
6/16/21
22
2576
B04G
6/16/21
34
2886
D02
6/16/21
11
2503
1 Al
6/16/21
23
2582
B05G
6/16/21
35
2649
E01
6116121
12
2534
1 Al2
6/16/21
24
2525
1 B06
6/16
136
2495
1 HJ7
6/16/21
rhetruss drawings) referenced have been prepared byAlpine Engineered Products, Inc. undermydireci supervision used onthe parameters provided byAr1 Hoot I nrsses, Lri1
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2023.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibirdy solely forthe truss components shown.
Thesullabil ty and use ofconponerds forany particularbugding Isthe responsibility ofthe budding
r�, igner, perANSVrP41 Sec. 2.
roiTruss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
0cuments (also referred to attimes as'Structural Engineering Documents) provided bythe Building
Desgnerindkidi ng the nature and characterofthe work.
j9ne design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses orspecific
location]. These TDDs (also referred to attimes as'Structural Delegated'
Engineering Documents') wespecialty structural component designs and may be pad ofthe projects
deferred orphased submittals. As a Truss Design Engineer(Le, specialty
Engiteer),the seal here and on the TDD represents an acceptance of professional engineering
responsibillLy forthe design of the single Truss depicted on the TDD only. The Building Designer is
responsible for and shag coordinate and review the TDDs for
compatibility with the'vwritten engineering requirements. Please review ad TDDs and all related notes.
Manuel 11,Digitaill signed by
t,•• n,
Marti nez
�OQb'4�0'
=9•. STATE OF
S4ONA11 11;����
smuao
SE MFB3 I812BC701052B64EACE5CA
Manuel Martinez, P.E.
4620 ParkView Dr:
SL Cbud, FL 34771
Page 1 of 2
RE: Job 85072
No.
Seq #
Truss Name
Date
37
2466
J1
6116/21
38
2537
J11
6/16121
39
2543
J11A
6/16/21
40
2484
J2
6/16/21
41
2469
J3
6/16/21
42
2487
J4
6116/21
43
2472
J5
6/16/21
44
12490
J6
6/16/21
45
2525
J7
6/16/21
46
2498
J7A
6/16/21
47
2504
J7B
6/16/21
48
2540
J7C
6/16/21
49
12522
J8
6/16/21
50
2534
J8A
6/16/21
51
2516
PB01
6/16/21
52
2519
PB02
6/16/21
53
2529
V03
6/16/21
54
2526
V07
6/16/21
55
STDL01
STD. DETAIL
6/16/21
56
STDL02
STD. DETAIL
6/16/21
57
STDL03
STD. DETAIL
6/16/21 ,
58
STDL04
STD. DETAIL
6116/21
59
STDL05
STD. DETAIL
6/16/21
60
STDL06
STD. DETAIL
6/16/21
61
STDL07
STD. DETAIL
6/16/21
62
STDL08
STD. DETAIL
6/16/21
63
STDL09
STD. DETAIL
6/16/21
64
STDL10
STD. DETAIL
6/16/21
65
STDL11
STD. DETAIL
6116/21
66
STDL12
STD. DETAIL
6/16/21
67
STDL13
STD. DETAIL
6/16/21
68
STDL14
STD. DETAIL
6/16/21
69
STDL15
STD. DETAIL
6/16/21
70
STDL16
STD. DETAIL
'6/16/21
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Page 2 of 2
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A01G GABL 1 2 �®
Seal #: 2573
1658 165/ ,55. a5� 165t 165f 1650
119'10-� 165a i 'an ♦ ' i 1 155� ,55.+ I^YN
-9ge i9" 74' } 77 =i
-5X6
to J K L MN
12 11.5X4
F G AF P
E 4Xa0(R)
14X6(CRSS)(R) A� AT 3X3
W17
.y 83X10 X w v u T aun,,.s
vBXB -5X6 mW �6X6 �6"
1'9N0 �yL_ y1 �1y�, �ly� yy f^�.- 2' .; r �42Y z�--z}--�?�i-'r�"" 1429 7� 1421' 2 ?42Y
3060 3061 306. 142! 4 142/ 1420 1420 1420
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 15.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: 11
EXP: C Kzt: NA
Ld: 45.00
Mean Height 25.00 ft
CLL: 0.00
TCDL: 5.0 psf
t 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist 0 to h/2
:ing: 24.0 "
C&C Dist a: 3.36 ft
Loc. from endwall: not in 5.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x6 SP 2400f-2.0E;
Webs: 2x4 SP #3; W1,W17 2x8 SP 240of-1.8E; W2,
W11,W14,W15 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Natlnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @11.25" D.C.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 9.79
TC 24 19.08 26.42
BC 116 0.00 33.58
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Snow Criteria (Pg,Pf in PSF)
DeflICSI Criteria
Pg: NA Ct: NA CAT. NA
PP Deflection in loc Udefl U#
Pf. NA Ce: NA
VERT(LL): -0.163 O 999 360
Lu: NA Cs: NA
VERT(CL): 0.305 O 999 240
Snow Duration: NA
HORZ(LL): 0.072 O - -
HORZ(TL): 0.136 O - -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.785
TPI Std: 2014
Max BC CSI: 0.991
Rep Fac: Varies by Ld Case
Max Web CSI: 0.968
FT/RT:10(0)/10(10)
Weight: 753.2 lbs
Plate Type(s):
VIEW Ver. 21.01.01A.0521.20
1I1rA110
Loading
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
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.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for gable wind bracing and other
requirements.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
Y 5111 A A
A
/3379 1211
S 5327 /- /-
A
/3417 /-
Wind reactions based on MWFRS
Y Brg Width = -
Min Req = -
S Brg Width = -
Min Req = -
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
A - B 1428 -2028
I - J
906 -1393
B - C 1428 -2028
J - K
906 -1393
C - D 2043 - 3095
K - L
906 -1393
D - E 1779 -2629
L - M
906 -1394
E - F 1766 -2580
M - N
919 -1380
F - G 1759 -2520
N - O
987 -1533
G - H 1774 -2629
O - P
1020 -1604
H - I 1766 -2597
P - Q
1051 -1669
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Y- X 0 -53 V- U 2286 -1476
X - W 3035 -2028 U - T 4286 -1476
W - V 3035 -2028 T - S 80 - 50
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-Y
1613 -2476
AI -AK
288
-489
A - X
3090 - 2094
AJ-AK
548
- 796
B - X
88 - 389
AL AM
201
-259
X - C
985 -1652
AL- T
739
-1203
C - V
302 -427
AM -AN
201
-259
D-Z
291 -466
AN -AO
201
-259
Z -AA
291 -491
T -AS
2170
-1457
AA -AB
292 -492
AO-T
193
-218
G -AB
40 - 299
AO- M
154
-176
V -AD
1549 -1226
AO -AP
197
- 252
AB- V
143 -439
AP-AQ
198
-253
AB -AC
287 -483
AQ-AR
200
-255
AC -AD
287 -482
AR -AS
200
-249
AE-AF
1579 -1246
AT- R
274
- 379
AE-AG
287 -490
AT- Q
2377,
-1579
AF-1
1597 -1230
R - Q
1653
-2609
AG -AI
288 -489
R - S
1654
-2609
1-AH
504 -708
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
"WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the MD, only Alpine
connector plates shag be used for the Too to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specially Engineer is NOT the
St Cloud, FL 34771
Budding Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses -Reproduction of this document, in any form, Is prohibtted without the written permission of A-1 Roof Trusses.
Truss Truss Type
A01 G I GABL
Qiy Ply
1 2
Seal #: 2673
rl
E-Z 5 -64
F-AA 17 -18
H -AC 0 -29
AF-AG 19 -14
AH-J 39 -156
AI-AJ 11 -49
K AM
12
-191
L-AN
54
-32
AP- N
166
-119
AQ- O
41
-4�,
AR- P
24
-64
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'1 ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional angineefinj Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 047182
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. TheSpecialtyEngineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Tmsses— Repmduclion of this document. in any form, is prohibited without the written pennission of A-1 Roof Tmsses.
Job:
Truss
Truss Type
Qty
Ply
06/16/2021
85072
A02
COMN
1
1
Seal #: 2472
T3"11 - 11'9"5
A T4" T2"
S5DX8 97XB
12 1111O.5X4 C
6 � T2
F 1114X4(R)
(a)
(a)
�5X6 �7X6 B
(a)
(a'
T
y1B (a)
n (a) (a)
i1N
1
M 61 L K J
I H
6G
103X6 =5X6 =3X6 =4XB
=H0308 E4X8
3T7"
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defi L/#
Gravity
Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): -0.085 C 999 360
Loc R+ / R- / Rh
/ Rw 11.1 / RL
M 1571 A A
/953 1802 /240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.185 C 999 240
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.028 A - -
G 1613 /- /-
/908 /854 /-
Des Ld: 45.00
EXP. C Kzt: NA
HORZ(TL): 0.058 A - -
Wind reactions based on MWFRS
BuildingC
ode:
NCBCLL: 10.00
Mean Height 25.00 ft
Creep Factor. 2.D
M Br Width = -
9
Min Re q = -
Soffit 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.869
G Brg Width = -
Min Req = -
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
TPI Std: 2014
Max BC CSI: 0.967
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
C&C Dist a: 3.36 ft
Rep Fac: Yes
Max Web CSI: 0.877
Chords Tens.Comp.
Chords Tens. Comp.
A - B 1240 -1898
D - E 846 - 906
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 235.2 Ibs
GCp): 0.18
Plate Type(s):
B - C 1150 -1842
E - F 780 -1096
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
WAVE HS
C - D 1332 -1773
Lumber
Top chord: 2x4 SP M-30; T2,T3 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord: 2x4 :SP 2400f-2.DE + SP M-31:;
Chords Tens.Comp.
Chords Tens. Comp.
M - L 182 -240
J -1 1217 -831
B1 2x4 SP #2;
Webs: 2x4 SP #3; W6 2x4 SP #2;
L - K 1966 -1439
I - H 1217 - 831
Bracing
K- J 1966 -1439
H- G 0 0
(a) Continuous lateral restraint equally spaced on
member.
Maximum Web Forces
Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
Puriins
A-M 1142 -1514
J-D 977 -619
In lieu of structural panels or rigid ceiling use purlins
A - L 2302 -1503
D - H 458 -591
to laterally brace chords as follows:
L - B 938 -1145
H - E 347 -170
Chord Spacing(in oc) Start(ft) End(ft)
B - J 508 -515
H - F 1265 -822
TC 24 0.00 7.31
TC 24 19.08 26.42
C - J 499 - 454
F - G 1065 -1521
BC 65 0.00 33.58
Apply purins 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.
End verticals not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
Design Engineering Specialty Engineer), the TDD the
Manuel Martinez, P.E.
connector plates shag be used for the TDD to be valid. As a Truss (i.e. seal on any represents an acceptance of professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
# 047182
responsibility ofthe Owner, the Owner's authorized agent or the Building Designer, in the content ofthe IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
Copyright 02016 A-1 Roof Trusses —Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Trusses,
Job: Truss Truss Type Qty rillTsoceal
6/16/2021 +
85072 A03 COMN 1 #: 2476
47.11
0
T
F
91
14'5"5
33'7
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: If
Snow Duration: NA
EXP: C Kzt: NA
Ld: 45.00
Des Ld::
Des
Mean Height: 25.00 ft
.00
TCDL: 5.0 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.36 ft
Rep Fac: Yes
Loc. from endwaif: not in 9.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
IWAVE
Lumber
Top chord: 2x4 SP #2; T5 2x4 SP M-30;
Bot chord: 2x4 SP #2; B1 2x4 SP M-30;
Webs: 2x4 SP #3; W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 4.64
TC 24 19.08 26.42
BC 82 0.00 33.58
Apply puffins 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.
End verticals not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
T4' 7 2"
%7X6(R) #/5X6(R)
E F
t
t
S, I
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
VERT(LL): 0.070 M 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.164 M 999 240
N 1571 /- /-
/995 /532 /298
HORZ(LL): 0.027 1 - -
H 1615 /- /-
1910 /593 A
HORZ(TL): 0.064 1 - -
Wind reactions based on
MWFRS
Creep Factor. 2.0
N Brg Width = -
Min Req = -
Max TC CSI: 0.769
H Brg Width = -
Min Req = -
Max BC CSI: 0.967
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.843
Chords Tens.Comp.
Chords Tens. Comp.
Weight: 231.0 Ibs
A - B 2 -29
D - E 1057 -1514
B - C 1204 -2139
E - F 838 - 889
VIEW Ver. 21.01.01A.0521.20
C - D 1021 -1532
F - G 773 -1082
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
N - M 1798 -1374
K - J 1266 - 821
M - L 1827 -1184
J -1 1266 -821
L-K 1827 -1184
1-H 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
A - N 198 -144
E - K 712 -248
N - B 1433 - 2223
E - I 455 - 676
B-M 218 0
1-F 326 -142
M-C 374 0
I-G 1241 -811
C - K 490 -752
G - H 1058 -1513
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' torn.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering [i.e. Specialty Engineer), the seal on any Too represents an acceptance ofthe professional engineering Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # U47182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns areas defined in TPI-1.
Copyright 02010 A-1 Roof Trusses- Reproduction of this document In any font Is prohibited without the written pemdssion of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A04 COMN 1 1 Seal #: 2480 �E
1
1-- 37
T4" T2" =i
05X8 /B5X6(R)
E F
=4X8 =3X4 =3X6 =3X4 a3X6 =08
ling Criteria (psf)
Wind Criteria
20.00
Wind Std: ASCE 7-16
L: 15.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: li
EXP: C Kzt: NA
Ld: 45.00
Mean Height 25.00 it
CLL: 10.00
TCDL: 5.0 psf
t 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h/2 to h
:ing: 24.0 "
C&C Dist a: 3.36 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 19.08 26.42
BC 75 0.00 33.58
Apply purins 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.
End verticals not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
-,4X4
1
1
337"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT. NA
Pf. NA Ce: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.072 M 999 360
♦ Maximum Reactions (Ibs)
IGravity Non -Gravity
Loc R+ / R- / Rh / Rw / LI / RL
O 1552 /- /- /1013 /522 /356
Lu: NA Cs: NA
VERT(CL): 0.167 M 999 240
Snow Duration: NA
HORZ(LL): 0.026 1 - -
H 1601 A /- /911 /599 /-
HORZ(TL): 0.060 1 - -
Creep Factor. 2.0
Max TC CSI: 1.000
Wind reactions based on MWFRS
O Brg Width = - Min Req = -
H Brg Width = - Min Req = -
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
Max BC CSI: 0.960
Max Web CSI: 0.859
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 1013 -1785 D - E 1058 -1509
FT/RT:10(0)/10(10)
Weight 231.0 Ibs
Plate Type(s):
B - C 1184 -2098 E - F 831 - 880
VIEW Ver: 21.01.01A.0521.20
WAVE
C - D 1189 -1884 F - G 772 -1071
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
O-N 217 -356 K-J 1249 -816
N - M 1804 -1354 J -1 1249 - 816
M-L 1762 -1170 I-H 0 0
L - K 1762 -1170
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - O
909 -1535
E - K
746
- 280
A - N
2003 -1108
E - I
443
- 661
N-B
652 -917
I-F
341
-150
B - M
204 -77
I - G
1229
-804
M- D
338 0
G- H
1059
-1497
D - K
506 -740
"WARNING" Please thoroughly review tha"A-1 ROOF TRUSSES("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
Engineer), TDD of the engineerinE
Manuel Martinez, P.E.
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty the seal on any represents an acceptance professional
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading wndifions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the)RC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses —Reproduction of this dowment, in any form, Is prohibited without the writtenpennission of A•1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A05 SPEC 1 1
Seal #: 2487 �O_
l- 3'9' 164' 1 74" i217"
SEAT PLATE REQ.
i. 13'0"2
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 15.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: II
EXP: C Kzt: NA
Ld: 45,00
Mean Height: 25.00 ft
CLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h/2 to h
:ing: 24.0 "
C&C Dist a: 4.70 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top'chord: 2x4 SP #2; T5 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W2,W5,W16 2x4 SP #2;
W11 2x4 SP M-30; W17 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 6X8 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 19.08 26.42
BC 54 0.00 13.13
BC 50 12.87 33.52
BC 52 33.27 44.58
BC 36 44.58 47.58
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.
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.
o5X8
F
a i Aw -
12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
.-3X6(Bt)
M
SEAT PLATE REQ.
- j 2'
20'3"2 lip 11'0"12 i 3' --1
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LQ: 0.295 H 999 360
VERT(CQ: 0.556 H 962 267
HORZ(LL): 0.170 M - -
HORZ(TL): 0.348 M - -
Creep Factor. 2.0
Max TC CSI: 0.748
Max BC CSI: 0.999
Max Web CSI: 0.997
Weight: 320.6 Ibs
VIEW Ver. 21.01.01A.0521.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
Y 2062 /- A /1695 /1137 /577
M 2371 A A /2399 /1142 A
Wind reactions based on MWFRS
Y Brg Width = 8.0 Min Req = 2.4
M Brg Width =12.0 Min Req = 2.8
Bearings Y & M are a rigid surface.
Bearings Y & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
188 -76
G - H
6333 -4627
B - C
4790 -3051
H -1
6228 -4634
C - D
5043 - 3204
I - J
4833 -3592
D - E
5054 -3115
J - K
4826 -3726
E - F
4267 -2634
K - L
240 -194
F - G
3630 -2243
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Y - X
2329 -2983
R - Q
48
-54
X - W
80 - 88
P - N
3447
-4240
V- T
2803 -3944
Q- O
0
0
W- U
0 0
N- M
336
-294
T - S
2270 -3242
M - L
185
-165
S - R
2270 - 3242
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - Y
186 -124
F - R
477 - 304
Y - B
4367 -2968
R - G
460 - 530
B - X
647 - 815
R - P
2324 -3081 ,
X - C
463 -514
G - P
2701 -3166
.X - V
2634 - 3672
P - Q
235 -192
C - V
168 -225
P - H
472 -466
V - W
121 -257
P -1
786 -1100 -
V - E
525 -1117
1- N
1078 -995
E - T
1243 -804
N - K
3410 -4470
F - T
762 -1881
M - K
2692 -2211
-`r
r, je
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance ofthe professional engineeflnE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 047182
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 41)20 ParkVleW Dr
guidelines of the Building Component Safety Information (BBC[) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilifies and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
Copyright 0 2016 A-1 Roof Trusses- Repmduchon of this document in any foml is prohibited without the written permission of A-1 Roof busses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 A06 SPEC 1 1 Seal #: 2491
�- 3'9" --{ 15'4" 'I" T4° -{- 217
05x8 E5X8
F G
12
6 E
(a) I W 1.5X4
03X6 D (a) T5
3 12 C (a) (a) (B)
I� (a) 183X6
J
g7X6(SRS B
T 01.5X3A (a
m T a) 6X70 '16X612 =H0510 T S R QPO B4 BX41X6=7XB 113X6N�Y B X6(R) =5 0SX4 3
- X7 N
12
SEAT PLATE REQ.
i 13'0"2
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 15.00
Speed: 160 mph
Pt NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt NA
Des Ld: 45.00
Mean Height 25.00 ft
NCBCLL: 10.00
TCDL• 5.0 psf
Building Code:
Soffit 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist hl2 to h
TPI Sid: 2014
Spacing: 24.0 "
C&C Dist a: 4.70 ft
Rep Fac: Yes
Loc. from endwali: not in 13.00 ft
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1ArGVF 1.Ic
Lumber
Top chord: 2x4 SP #2; T5 2x4 SP M-30;
Bot chord: 2x4 SP #2; B4 2x4 SP M-30;
Webs: 2x4 SP #3; W6,W16 2x4 SP #2;
W17 2x6 SP #2;
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 19.08 26.42
BC 58 0.00 13.13
BC 54 12.88 33.52
BC 75 33.27 44.58
BC 36 44.58 47.58
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.
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.
-3X6(B1) ZZ
SEAT PLATE REQ.
457" - - r 2' -1
. 20'3"2 48 11'0'12 3' ---{
IICSI Criteria
Deflection in loc Udefi U#
2T(LL): 0.324 H 999 360
2T(CL): 0.582 H 919 267
RZ(LL): 0.198 M -
RZ(rL): 0.387 M - -
ep Factor. 2.0
(TC CSI: 0.852
( BC CSI: 0.995
( Web CSI: 0.963
ight: 316.4 Ibs
EW Ver: 21.01.01A.0521.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
Y 2070 /- /- /1770 /991 /577
M 2379 /- /- 12489 /1001 /-
Wind reactions based on MWFRS
Y Brg Width = 8.0 Min Req = 2.4
M Brg Width =12.0 Min Req = 2.9
Bearings Y & M are a rigid surface.
Bearings Y & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
186 - 77
G - H
4282 - 4647
B - C
3131 -3066
H -1
4152 -4664
C - D
3581 - 3773
I - J
3410 - 3651
D - E
3592 -3685
J - K
3404 -3742
E - F
2777 -2934
K - L
239 -204
F - G
2475 -2508
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Y - X
2339 -2079
R - Q
110
- 94
X - W
27 -16
P - N
3464
- 2896
V- T
3309 - 2763
Q- O
0
0
W-U
0 0
N-M
316
-298
T - S
2538 -1894
M - L
196
-165
S - R
2538 -1894
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
A-Y
182 -124
F-R
276 -316
Y - B
2842 - 2981
R - G
266 - 282
B - X
683 -435
R - P
2449 -1760
X - C
591 -1080
G - P
2335 - 2134
X - V
2852 - 2588
P - Q
237 - 213
C - V
741 -393
P - H
538 -459
V - W
120 -103
P -1
798 - 533
V - E
729 - 995
I - N
678 -1004
E - T
1277 -1073
N - K
3537 - 3178
F - T
852 -1251
M - K
1995 - 2217
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineednE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047� 82
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced.for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ®2016 A-1 Rool'Trumes- Reproduction of this document, In any form, is prohibited without the written permission of A-1 Roof Trusses.
Job:
85072
Truss Truss Type
A07 SPEC
Qty I Ply 1 06/16/2021
Seal #: 2491
I---- 3'9" 154' iT4' i217
r T m1.5x
i 17 T
SEAT PLATE REQ.
oW �sW
F G
L.
=oAtu IMOM -
12
4TT"
i---13'0"2 10
20'4"10
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C Kzt: NA
Des Ld: 45.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 4.70 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2; B2 2x4 SP M-30;
B3 2x6 SP #2;
Webs: 2x4 SP #3; W6,W15 2x4 SP #2;
W16 2x6 SP #2;
Rt Slider: 2x4 SP #3; block length = 1.500'
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 19.08 26.42
BC 54 0.00 13.13
BC 58 12.89 33.52
BC 55 33.52 44.58
BC 36 44.58 47.58
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.
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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
47'7"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.306 R 999 360
VERT(CL): 0.612 S 873 267
HORZ(LL): 0.206 N - -
HORZ(TQ: 0.430 N - -
Creep Factor. 2.0
Max TC CSI: 0.933
Max BC CSI: 0.993
Max Web CSI: 0.997
Weight: 298.9 Ibs
Ver. 21.01.01 A.0521.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
SEAT PLATE REQ.
j2
11'0"12 3'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
X 2062 /- /-
11695 /1137 /577
N 2371 /- /-
/2399 /1142 A
Wind reactions based on MWFRS
X Big Width = 8.0
Min Req = 2.4
N Brg Width = 12.0
Min Req = 2.8
Bearings X & N are a rigid surface.
Bearings X & N require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 188 - 76
G - H 3753 - 3229
B - C 3637 - 3052
H -1 4940 - 4524
C - D 5137 -4541
1-1 3827 -3432
D - E 5148 -4452
J - K 3823 -3566
E - F 3862 - 3264
K - L 248 - 217
F - G 3477 -2798
L - M 191 -146
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
X - W
2330 -2492
R - Q
3976 -3949
W - V
20 -19
Q - P
3978 - 3953
U - S
3994 -4099
P - O
3295 - 3294
V- T
0 0
O- N
337 - 307
S - R
2833 -2820
N - M
207 -177
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - X
184 -124
F - R
280 - 335
X - B
3341 -2969
R - G
1059 -1287
B - W
646 -548
R - H
1506 -1511
W - C
1487 -1637
P - H
1136 -1119
W - U
3092 - 3321
P -1
825 - 839
C - U
1443 -1341
1-0
929 - 996
U - V
120 -103
O - K
3296 -3573
U - E
1114 -1447
N - K
2383 -2213
E - S
1708 -1491
L - M
83 -95
F - S
985 -1399
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYEY) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 047182
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. A0 notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any budding. All capitalized terms are as defined in TPI-1.
Copyright m 2016 A-1 Roof Trusses- Reproduction of this document, in any fom% is prohibited without the wdlten pemdssion of A-1 Roof Tmsses.
Job:
Truss
Truss Type
Qty
Ply
06/16/2021
85072
A08
SPEC
1
1
Seal #: 2531
I-- 3'9" 15'4" + T4"
217'
-i
55F 6 ss5r'X6
12
6 � E
(a) (a) H
(a)
3 p CD (a) (a W12
J %4X4
(a)
=H0710 =
T V T lip S R 83 QO
01.5X3 O
T gEp<(;��
)
a W13
I -4X10 �H051. 111.5X4P
T
a)
K14X10
21I, 1 j z�Z
--7X1 N
L=_3X6(B1)
1 1
Y_ill X6 = x III SX4
3 �
6 =
12
SEAT PLATE REQ.
SEAT PLATE REQ.
457"
_ _
j 2' -�
� - 13'97 1"6 19,1012 '('
1 VTA j- 3'
477'
-�
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions
(Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.404 S 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
Y 2062 /- /-
/1695 /1138 /584
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.798 T 670 267
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.295 M - -
M 2371 /- /-
/2399 11141 A
Des Ld: 45.00
EXC Kzt: NA
HORZ L 0.613 M - -
)�
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height 25.00 IttT
Creep Factor. 2.0
Y Brg Width = 8.0
Min Req = 2.4
Soffit 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.854
M Brg Width = 12.0
Min Req = 2.8
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
TPI Std: 2014
Max BC CSI: 0.983
Bearings Y & M are a rigid surface.
Bearings Y & M require a seat plate.
Spacing: 24.0 "
C&C Dist a: 4.70 It
Rep Fac: Yes
Max Web CSI: 0.995
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 13.00 ft
FT/RT:10(0)/10(10)
Weight: 317.1 Ibs
Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
A - B 188 -76
B - C 3638 -3052
G - H 4208 - 3699
H - 1 6050 -5582
Wind Duration: 1.60
WAVE HS
Lumber Wind
C - D 6179 - 5585
I - J 6034 - 5660
Top chord: 2x4 SP #2; T4 2x4 SP M-30; Wind loads based on MWFRS with additional C&C
D - E 6201 - 5568
J - K 4219 - 3937
Bot chord: 2x4 SP #2; B2,B3 2x6 SP #2; member design.
E - F 4327 -3753
K- L 219 -158
Webs: 2x4 SP #3; W6,W17 2x6 SP #2; W12,W13, Left end vertical exposed to wind pressure. Deflection
F - G 3889 -3235
W16 2x4 SP #2; meets U360.
Bracing Right cantilever is exposed to wind
Maximum Bot Chord Forces Per Ply (Ibs)
(a) Continuous lateral restraint equally spaced on Wind loading based on both gable and hip roof types.
Chords Tens.Comp.
Chords Tens. Comp.
Y _ X 2331 -2485
R - O 5009 -4917
member. Right bottom chord exposed to wind.
Plating Notes
X - W 21 -21
Q - P 0 -2
V - T 4921 -5024
P - N 277 -333
All plates are 4X6 except as noted.
W- U 0 0
N- M 293 -257
Purlins
T - S 3271 -3237
M - L 152 -143
S - R 5008 -4914
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces
Per Ply (Ibs)
TC 24 19.08 26.42
Webs Tens.Comp.
Webs Tens. Comp.
BC 54 0.00 13.13
BC 53 12.90 33.20
A - Y 184 -123
F - S 317 - 355
BC 75 . 32.98 44.58
Y - B 3343 - 2971
S - G 1241 -1500
BC 36 44.58 47.58
B - X 647 - 548
S - H 2O96 - 2033
Apply purlins to any chords above or below fillers
X - C 2012 -2135
H - 0 1556 -1604
at 24" OC unless shown otherwise above.
X - V 3376 -3610
P - O 259 -255
C - V 2319 -2235
O - J 1559. -1501
Loading
V - W 120 -103
O - N 3475 -3425
Truss passed check for 20 psf additional bottom
V - E 1473 -1812
J - N 1298 -1398
chord live load in areas with 42"-high x 24"wide
E - T 2188 -1954
N - K 3548 - 3842
clearance.
F - T 1177 -1600
M - K 2344 - 2205
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.
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
any Building is the
# 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, instatiation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TP14 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is prohib@ed withoutthe written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A09 SPEC 1 1_
Seal #: 2729
I-3'9" 15'4" I T4" i 21Y
55X8
F G
w.
12
=3xs(Bq
SEAT PLATE REQ. SEAT PLATE REQ.
457"
r 13V2 �{� 19'10"2 -}" 1174
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 15.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: II
EXP: C Kzt: NA
Ld: 45.00
Mean Height: 25.00 ft
CLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h to 2h
:ing: 24.0 "
C&C Dist a: 4.70 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T1 2x4 SP #2; T5,
T6 2x4 SP 2400f-2.0E + SP M-31;
Bot chord: 2x6 SP 2400f-2.OE; B1 2x4 SP #2; B4,
B5 2x4 SP 2400f-2.0E + SP M-31;
Webs: 2x4 SP #2; W1,W2,W3,W4,W9,W10,
W15 2x4 SP #3; W17 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 19.08 26.42
BC 54 0.00 13.13
BC 64 12.92 33.19
BC 75 32.98 44.58
BC 36 44.58 47.58
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.
Additional Notes
WARNING: Fumish 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.
4TT'
Snow Criteria (Pg,Pf (n PSF)
Defl/CSI Criteria
Pg:'NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.568 P 941 360
Lu: NA Cs: NA
VERT(CL): 1.157 T 462 267
Snow Duration: NA
HORZ(LL): 0.502 M - -
HORZ(TL): 1.056 M - -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.847
TPI Std: 2014
Max BC CSI: 0.993
Rep Fac: Yes
Max Web CSI: 0.995
FT/RT:10(0)/10(10)
Weight: 308.7 lbs;
Plate Type(s):
MEW Ver.'20.02.01A.1209.11
tnrevc ue
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Y 2062 /- /- /1695 11138 /584
M 2371 /- /- /2399 11141 /-
Wind reactions based on MWFRS
Y Brg Width = 8.0 Min Req = 2.4
M Brg Width = 12.0 Min Req = 2.0
Bearings Y & M are a rigid surface.
Bearings Y & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 188 -76 G - H 4767 -4294
B - C 3638 -3052 H -I 8241 -7934
C - D 8559 -7926 1- J 4043 -3634
D - E 8570 -7837 J - K 4037 -3768
E - F 4915 -4365 K - L 232 -186
F - G 4403 - 3780
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Y - X
2331 -2485
R - O
7039 -6902
X-W
25 -26
Q-P
0
-2
V - T
7009 -7158
P - N
198
-245
W-U
0 0
N-M
313
-281
T - S
3822 - 3782
M - L
179
-158
S - R
3822 - 3782
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - Y
183 -123
F - R
343 -385
Y - B
3343 -2970
R - G
1456 -1751
B - X
646 -546
R - H
3557 -3515
X - C
2686 -2770
H - O
2469 - 2626
X - V
3799 -4059
P - O
263 -252
C - V
4309 -4270
0-1
3702 -361,a
V - W
119 -102
O - N
3655 - 3593 ^
V - E
2714 -3077
I - N
1836 -1935
E - T
3791 - 3518
N - K
3436 -3727
F - T
1444 -1864
M - K
2357 -2204
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER', GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, onlyAlpine
connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the.design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471$2
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4621) Park1/iBW Dr
guidelines of the Building Component Safety Information (BSCI),published by TPI and SBCA are referenced for general guidance. TPI-,defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses -Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A10 SPEC 1 1
Seal #: 2499 �-
3'9°
o5X8
F
a5X6
G
217
M
SEAT ,god T7� RED. SEAT PLATE REQ.
i- 13'l1"2
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 45.00
Mean Height 25.00 It
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist h to 2h
Spacing: 24.0 "
C&C Dist a: 4.70 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
132,133 2x4 SP M-30;
Webs: 2x4 SP #3; W12,W13,W16 2x4 SP #2;
W17 2x6 SP #2;
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 19.08 26.42
BC 93 0.00 13.13
BC 57 12.91 33.20
BC 75 32.98 44.58
BC 36 44.58 47.58
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Faa Yes
FT/RT:10(0)/10(10)
Plate Type(s):
19'10"2
477'
DefUCS1 Criteria
PP Deflection in loc Udefi U#
VERT(LQ: 0.377 P 999 360
VERT(CQ: 0.738 Q 666 245
HORZ(LL): 0.295 M - -
HORZ(TL): 0.640 M - -
Creep Factor. 2.0
Max TC CSI: 0.965
Max BC CSI: 0.972
Max Web CSI: 0.998
Weight 292.6 Ibs
VIEW Ver: 21.01.01A.0521.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
1174 1 3' ---i
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh ! Rw / U / RL
Z 111 A /- /45 /58 /584
AA"- /-22 A /36 /28 /-
Y 2214 A A /1791 /1192 /-
M 2195 /- /- /2251 /1043 /-
Wind reactions based on MWFRS
Z Brg Width = 8.0 Min Req = 1.5
AA Brg Width = 32.0 Min Req = -
Y Brg Width = 8.0 Min Req = 2.6
M Brg Width = 12.0 Min Req = 2.7
Bearings Z, AA, Y, & M are a rigid surface.
Bearings Z; AA, Y, & M require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
109 - 93
G - H
3692 - 3270
B - C
1986 -1640
H - I
5728 - 5462
C - D
4765 -4430
I - J
3755 -3397
D - E
4776 -4342
J - K
3746 - 3532
E - F
3573 -3116
K - L
226 -173
F - G
3424 -2848
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Z - Y
919 -1143
S - R
2701
- 2562
Y - X
500 - 524
R - O
4835
- 4637
X-W
12 -12
Q-P
0
-2
W-U
0 0
P-N
188
-230
V - T
3904 -3769
N - M
297
- 263
T - S
2701 - 2562
M - L
166
-151
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-Z
127 -98
F-R
513 -299
Y - B
2212 -2015
R - G
1079 -1267
B - X
1637 -1804
R - H
2271 - 2233
X - C
1951 -2089
H - O
1698 -1730
X - V
1856 -1795
P - O
242 - 232
C - V
2523 -2432
0-1
1727 -1618
V - W
171 -158
O - N
3249 - 3142
V - E
913 -1096
I- N
1280 -1404
E - T
1474 -1399
N - K
3195 - 3435
F - T
745 -1062
M - K
2148 - 2033
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be be As Truss Design Engineering Specialty Engineer), the TDD an acceptance of the engineerin
Manuel Martinez, P.E.
connector plates shall used for the TDD to valid. a (i.e. seal on any represents professional
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TKA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses- Reproduction of this document in any form, is prohibited without the written permission of A.1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A11 HIPS
Seal #: 2503
T T
" 1 1
198"4 i74"
E5X8
E
X 1113X6 __SX8 III INX4 3 C�_
12
F
SEAT PLATE REQ.
42'2"4
SEAT PLATE REQ.
- j 2' - (
i97"6 �= 19,192 -I- 1174 T=-3' --I
442'4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.337 O' 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.649 P 761 247
BCDL: 10.00
Risk Category: II
Snow Durations NA
HORZ(LL): 0.251 L - -
Des Ld: 45.00
C Kz.
HORZ(TL): 0.535 L - -
Building C ode:
! NCBCLL: 10.00
MeaEXPn
Height:: 2500 ft
Creep Factor. 2.0
Soffit: 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TG CSI: 0.981
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.994
Spacing: 24.0 "
C&C Dist a: 4.36 It
Rep Fac: Yes
Max Web CSI: 0.921
Loc. from endwall: not in 13.00 ft
FT/RT:10(0)/10(10)
Weight: 278.6 Ibs
GCpi: 0.18
Plate Type(s):
VIEW Ver. 21.01.01A.0521.20
Wind Duration: 1.60
1A/AVI= uc '
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2; 62,133 2x4 SP M-30;
Webs: 2x4 SP #3; W11,W12,W15 2x4 SP #2;
W16 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.69 23.02
BC 91 0.00 9.74
BC 60 9.51 29.81
BC 75 29.58 41.19
BC 36 41.19 44.19
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 cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
X 1921 /- /- /1598 /1062 /578
L 2223 A A /2257 /1061 1-
Wind reactions based on MWFRS
X Brg Width = 7.2 Min Req = 2.3
L Brg Width = 12.0 Min Req = 2.7
Bearings X & L are a rigid surface.
Bearings X & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 2140 -1799 F - G 3615 - 3194
B - C 4577 -4219 G - H 5302 - 5015
C - D 4590 -4141 H -1 3897 -3544
D - E 3526 -3068 I - J 38M -3678
E - F 3354 -2780 J - K 212 -138
Maximum Sot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
X - W
492 -528
Q - N
4437 -4242
W-V
16 -18
P-O
0
-2
U - S
3709 -3590
O - M
225
-269
V- T
0 0
M- L
276
-239
S - R
2659 - 2511
L - K
134
-137
R - Q
2659 - 2511
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-X
2112 -1883
Q-F
1041 -1231
A - W
1817 -2042
Q - G
1953 -1917
W - B
1921 -2053
G - N
1485 -1508
W - U
1973 -1913
O - N
234 -227
B - U
2203 -2125
N - H
1229 -1125
U - V
170 -177
N - M
3257 -3153
U - D
819 -1030
H - M
1104 -1239
D - S
1355 -1254
M - J
3295 - 3528
E - S
743 -1062
L - J
2157 -2060
E - Q
472 - 296
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES r'SELLER'l, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'S ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty. Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 Al Roof Trusses- Reproduction of this document, in any forrR is prohibited without the written permission of A-1 Roof Tmsses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 Al2 SPEC 1 1
Seal #: 2534 o_
i 166"4 ir4^ -{-
A5x8
D E
aaxe ®4X10 N1.5X4 2
SEAT PLATE REC.
i--- 9716 1P 20'4"10
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C Kzt: NA
Des Ld: 45.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist h to 2h
Spacing: 24.0 "
C&C Dist a: 4.36 it
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2; B2 2x6 SP #2;
B3 2x8 SP 2400f-1.8E;
Webs: 2x4 SP #3; W14 2x4 SP #2; W15 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.69 23.02
BC 91 0.00 9.74
BC 68 9.50 ' 30.12
BC 56 30.12 41.19
BC 36 41.19 44.19
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Dw Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
NA Ce: NA
VERT(LL): 0.236 M 999 360
NA Cs: NA
VERT(CL): 0.437 M 999 247
)w Duration: NA
HORZ(LL): 0.143 K - -
HORZ(TL): 0.300 K - -
ilding Code:
Creep Factor. 2.0
3 7th Ed. 2020 Res.
Max TC CSI: 0.843
Std: 2014
Max BC CSI: 0.985
3 Fac: Yes
Max Web CSI: 0.986
RT:10(0)/10(10)
Weight: 294.0 lbs
to Type(s):
VIEW Ver: 21.01.01A.0521.20
%=
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
1m3X6(B7) _
SEAT PLATE REG.
j 2 --1
11'0" 12 =)=- 3' --1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
U 1921 /- A /1598 /1062 /570
K 2223 A /- 12258 /1062 /-
Wind reactions based on MWFRS
U Brg Width = 7.2 Min Req = 2.3
K Brg Width = 12.0 Min Req = 2.7
Bearings U & K are a rigid surface.
Bearings U & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 2235 -1892 F - G 4418 - 4012
B - C 3765 -3336 G - H 4401 -4063
C - D 3219 -2728 H -1 3645 -3629
D - E 3067 - 2463 I - J 212 -139
E - F 3296 - 2854
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U - T
494 - 519
O - N
3581
- 3454
T - S
20 - 20
N - M
3582
- 3458
R - P
2923 -2845
M - L
3301
-3246
S-Q
0 0
L-K
275
• -240
P - O
2356 -2239
K - J
134
-136
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Camp.
A - U
2093 -1876
D - O
439 - 280
A - T
1841 -2064
O - E
907 -1079
T - B
1684 -1815
O - F
1414 -1423
T - R
1929 -1889
M - F
1075 -1056
B - R
1497 -1443
M - H
424 - 378
R - S
142 -148
H - L
641 -749
R - C
463 - 587
L - I
3248 - 3482
C - P
846 -728
K -1
2160 - 2063
D - P
643 -926
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine .
connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibildy for the design of the single Truss depicted on the TDD only, underTPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specially Engineeris NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses -Reproduction of this document, in any forth, Is. prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 A13 SPEC 1 1 Seal#: 2537
15'8.4 iT4" i 212-
e5X8 65X10
D E
nano =4X10 III1.5X4
12
SEAT PLATE REC.
4474
ling Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
L: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
L: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.265 F 999 360
L: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.497 F 995 247
L: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.151 K - -
Ld: 45.00
EXP: C Kzt: NA
HORZ(TL): 0.311 K - -
Building Code:
CLL: 10.00
Mean Height 25.00 ft
Creep Factor. 2.0
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.758
1 Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.998
:ing: 24.0 "
C&C Dist a: 4.42 ft
Rep Fac: Yes
Max Web CSI: 0.991
Loc. from endwall: not in 13.00 ft
FT/RT:10(0)/10(10)
Weight: 301.0 lbs
GCpi: 0.18
Plate Type(s):
VIEW Ver. 21.01.01A.0521.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2; T4 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W15 2x4 SP #2; W16 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
Puffins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.69 23.02
BC 91 0.00 9.74
BC 59 9.49 30.19
BC 55 29.93 41.19
BC 36 41.19 44.19
Apply puriins 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 U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
SEAT PLATE REQ.
-- j 2 --(
11' i 3' --1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 1921 /- A /1598 /1062 /569
K 2223 /- /- /2258 /1062 A
Wind reactions based on MWFRS
W Brg Width = 7.2 Min Req = 2.3
K Brg Width =12.0 Min Req = 2.7
Bearings W & K are a rigid surface.
Bearings W & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 2236 -1892 F - G 4519 -4131
B - C 3219 -2766 G - H 4501 -4210
C - D 2934 -2416 H -1 3631 -3412
D - E 2807 - 2172 I - J 243 - 203
E-F 4710-4199
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
W-V
494 -518
P-O
90
-96
V-U
21 -19
N-L
3154
-3097
T- R
2416 -2355
O- M
0
0
U- S
0 0
L- K
326
-293
R - Q
2077 -1975
K - J
196
-169
Q - P
90 - 96
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - W
2093 -1876
Q - E
411 -370
A - V
1842 - 2065
Q - N
2130 -1991
V - B
1309 -1430
E - N
2223 -2261
V-T
1748 -1718
N-0
238 -214
B - T
1012 -973
N - F
467 -467
T - U
142 -148
N - H
690 -618
T - C
296 -355
H - L
803 - 918
C - R
596 -508
L -1
3131 - 3379 "
D - R
532 -787
K -1
2188 -2066
D - Q 425 -265
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the At 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss,including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses-Repmduclion of this tlocumerd, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type City Ply 06/16/2021 _
85072 A14 HIPS 1 1
Seal #: 2513 �-
0s5X6
1T T
m
_L63-2 1
V
I 15'8"4
m5X8 -Z6X8
E F
mym misxa
21'2"
s t=- -=5X6
12
SEAT PLATE REQ. SEAT PLATE REQ.
42'24 -- - - -�- z
I' 976 180 20'3"2 .11% 11'0"12 -i 3' ---{
ling Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
L: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
PP Deflection in loc L/defi L/#
L: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.257 G 999 360
L: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.481 G 999 247
L: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): 0.139 L - -
Ld: 45.00
EXP: C Kzt: NA
L 0.282 L
(T )
Building Code:
CLL: 10.00
Mean Height: 25.00 itHORZ
Creep Factor. 2.0
TCDL: 5.0 psf
t 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.717
1 Duration: 1.25
MWFRS Parallel Dist h to 2h
TPI Std: 2014
Max BC CSI: 0.976
ang: 24.0 "
C&C Dist a: 4.36 ft
Rep Fac: Yes
Max Web CSI: 0.997
Loc. from endwall: not in 13.00 ft
FT/RT:10(0)/10(10)
Weight: 303.8 Ibs
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
WAIX
Lumber
Top chord: 2x4 SP #2; T4 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W10,W15 2x4 SP #2;
W16 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 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 15.69 23.02
BC 91 0.00 9.74
BC 63 9.48 30.12
BC 55 29.88 41.19
BC 36 41.19 44.19
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 loads based on MWFRS with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets L/360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
X 1921 /- /- /1598 11062 1571
L 2223 A /- /2257 /1062 /-
Wind reactions based on MWFRS
X Brg Width = 7.2 Min Req = 2.3
L Brg Width =12.0 Min Req = 2.7
Bearings X & L are a rigid surface.
Bearings X & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 2140 -1800 F - G 4705 - 4193
B - C 2815 -2377 G - H 4511 -4201
C - D 2828 -2298 H -1 3653 -3299
D - E 2727 - 2189 I - J 3646 - 3433
E - F 2612 -1958 J - K 242 -200
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
X - W
491 -520
Q - P
45
-47
W-V
70 -67
O-M
3171
-3111
U-S
2064 -2010
P-N
0
0
V-T
0 0
M-L
323
-290
S - R
1872 -1779
L - K
193
-167
R - Q
1872 -1779
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-X
2112-1883
Q-F
4B7 -619
A - W
1818 - 2042
Q - O
2035 -1904
W - B
972 -1073
F - O
2546 - 2552
W - U
1516 -1485
0 - P
235 - 212
B - U
662 -640
O - G
463 -463
U - V
171 -179
O - H
663 - 593
U - D
194 -153
H - M
790 - 907
D - S
416 - 378
M - J
3146 - 3392
E - S
458 -693
L - J
2186 -2066
E - Q
408 -254
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER' ), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TKI. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
# Q47182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Copyright ® 2016 A-1 Roof Trusses -Reproduction of this document. In any form, is prohibited without the wr tten permission of A-1 Roof Trusses.
Job: Truss Truss Type
85072 A15 SPEC
l- 3'9" 15'4" i7'4"
N7X6(R)
D
Qty Ply
5 1
o5X6
E
06/16/2021
Seal #: 2528
21'2"
=9Ao cons =JA4 =4Ao =3Ao -
12
SEAT PLATE REC.
ling Criteria (psf)
Wind Criteria
L: 20.00
Wind Std: ASCE 7-16
L: 15.00
Speed: 160 mph
L: 0.00
Enclosure: Closed
L: 10.00
Risk Category: II
EXP: C Kzt: NA
Ld: 45.00
Mean Height: 25.00 ft
CLL: 10.00
TCDL: 5.0 psf
t: 0.00
BCDL: 5.0 psf
I Duration: 1.25
MWFRS Parallel Dist: h/2 to h
:ing: 24.0 "
C&C Dist :a: 4.70 ft
Loc. from endwall: not in 13.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W8 2x4 SP #2; W15 2x6 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 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 19.08 26.42
BC 75 0.00 33.38
BC 75 33.40 44.58
BC 36 44.58 47,58
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 li with additional C&C
member design.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Right bottom chord exposed to wind.
33'6"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Iding Code:
7th Ed. 2020 Res.
Std: 2014
Fac: Yes
RT:10(0)/10(10)
SEAT PLATE REQ. SEAT PLATE REC.
---} 12'4" - j 2 -1
4TT'
I/CSI Criteria
Deflection in loc Udefl U#
RT(LL): 0.069 S 999 360
RT(CL): 0.162 S 999 240
RZ(LL): 0.025 O - -
RZ(TL): 0.059 O - -
ep Factor. 2.0
(TC CSI: 0.833
( BC CSI: 0.767
c Web CSI: 0.795
ght: 309.4 Ibs
Plate Type(s):
WAVE IVIEWVer. 21.01.01A.0521.20
Additional Notes
WARNING: Fumish 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.
11'0"12 l- 3' -1
♦Maximum Reactions,(lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
U 1523 A /-
/999 /620 /575
N 2177 A A
/1458 /829 A
K 769 /- /-
/932 /344 /-
Wind reactions based on MWFRS
U Brg Width = 8.0
Min Req = 1.8
N Brg Width = 8.0
Min Req = 2.6
K Brg Width =12.0
Min Req = 1.5
Bearings U, N, & K are a rigid surface.
Bearings U, N. & K require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 1049 -1722
F - G 293 -125
B - C 1263 -2081
G - H 652 -571
C - D 1111 -1461
H - I 646 -633
D-E 880 -784
I-J 250 -215
E - F 306 - 31
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U - T
468 -540
P - O
1194
-378
T - S
1736 - 861
O - N
28
-19
S - R
1766 - 774
M - L
430
- 245
R - Q
1766 -774
L - K
288
-265
Q - P
1194 - 378
K - J
210
-198
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - U
899 -1499
O - M
859 -227
A - T
1923 -1125
E - M
975 -1386
T-B
650 -896
M-N
1515 -2117
B - S
139 -76
M - F
492 -496
S- C
317 0
M- G
803 -668
C - Q
519 -747
G - L
273 -32Z
D - Q
728 -246
L - I
754 -676
D - O
489 -751
K - I
669 -640
O - E 523 - 287
`"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'S ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 0471$2
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
Copyright 0 2016 A-1 Roof Trusses- Reproduction of Nis dowmeM, in any form, is prohibited without the written peoNssion of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 11611612021
85072 A16G COMN 1 2
Seal #: 2594
I"__ 37
15'4"
TV -I- 71"4 -I
SEAT PLATE REG.
33'6.4
2' 2' 2' y 1 4.3 249.9
12M 122 1223# 1� 7425#
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.174 N 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.391 N 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.060 C - -
Des Ld: 45.00
C Kzt: NA
HORZ(TL): 0.134 C - -
Building Code:
NCBCLL: 0.00
Mcan Height 25.00 ft
ea
Cree Factor. 2.0
p
Soffit 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0:664
Load Duration: 1.25
MWFRS Parallel Dist 0 to h/2
TPI Std: 2014
Max BC CSI: 0.975
Spacing: 24.0 "
C&C Dist a: 3.35 ft
Rep Fac: Varies by Ld Case
Max Web CSI: 0.987
Loc. from endwall: not in 9.00 it
FT/RT:10(0)/10(10)
Weight 595.0 Ibs
GCpi: 0.18
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
VdAVF HG
Lumber
Top chord: 2x6 SP #2; T4,T5 2x4 SP #2;
Bot chord: 2x8 SP 2400f-1.8E;
Webs: 2x4 SP #3; W1,W10 2x6 SP #2; W2 2x4 SP #2;
W5,W6,W8 2x4 SP M-30;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @ 4.00" D.C.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac.=1.25
/ Plate Dur.Fac.=1.25)
TC: From 61 pif at
0.00 to
61 pif at
3.75
TC: From 64 pif at
3.75 to
64 pif at
19.08
TC: From 61 plf at
19.08 to
61 pif at
26.42
TC: From 64 pif at
26.42 to
64 plf at
33.52
BC: From 10 pif at
0.00 to
10 pif at
8.72
BC: From 20 plf at
8.72 to
20 pif at
33.52
PLB: From 30 pif at
10.83 to
30 pif at
15.53
PLB: From 30 plf at
19.37 to
30 pif at
23.61
PLB: From 30 pif at
30.07 to
30 plf at
33.06
BC: 1223 lb Conc. Load at 1.38, 3.38,
5.38, 7.37
BC: 7425 lb Conc. Load at 8.72
Additional Notes
The maximum concentrated load is 7426#
Purlins
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 19.08 26.42
BC 113 0.00 33.52
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads and reactions based on MWFRS.
Left end vertical exposed to wind pressure. Deflection
meets U360.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
I
1
SEAT PLATE REG.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
O 11192 /- A A /4939 /-
P 4168 A /- /- /1617 /-
Wind reactions based on MWFRS
0 Brg Width = 8.0 Min Req = 4.6
P Brg Width = 7.3 Min Req = 1.7
Bearings O & P are a rigid surface.
Bearings 0 & P require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 94 -184 E - F 1098 - 2750
B - C 3434 -8252 F - G 526 -1330
C - D 3420 - 8222 G - H 611 -1521
D - E 3397 - 8185
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
O - N 6157 -2585 L - K 2409 -953
N - M 4590 -1891 K - J 2409 - 953
M- L 4590 -1891 J -1 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
A - 0
73 -137
F - L
2585 - 970
O - B
3122 -7476
F - J
757 -1911
B - N
1403 - 550
J - G
420 -105
C - N
58 -152
J - H
1838 -727
N - E
5387 -2265
H -I
823 -2029
E - L
1399 -3251
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine
be for TDD be As Truss Design Engineering Specialty Engineer), the TDD the engineeTinE
Manuel Martinez, P.E.
connector plates shall used the to valid. a (i.e. seal on any represents an acceptance of professional
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
copyright 0 2016 A-1 Roof Trusses- Reproduction of this document, in any form. Is Prohibited without the wditen pemniesion of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06116/2021 _
85072 A17 COMN 8 1 Seal #: 2606
13X4(A7)
SEAT PLATE REQ.
l-2'j
217 r4^ i192'12 —�
55X6
F
36'8"12
=5X6
G
m1.5X3
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.082 E 999 360
Loc R+ / R- / Rh / Rw / LI / RL
p 1928 /- /- /1433 /625 /421
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.193 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.028 J - -
J 1757 /- A /1010 1615 A
Des Ld: 45.00
EXP: C Kzt: NA
0.066 J - -
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.04 itHORZ(TL):
TCDL: 5.0 psf
Creep Factor. 2.0
P Brg Width = 8:0 Min Req = 2.3
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.868
J Br Width = - Min Re —
g q — "
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.972
Bearing P is a rigid surface.
Bearing P requires a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.877
Loc. from endwall: Any
FT/RT:10(0)/10(10)
Weight: 257.6 Ibs
Maximum Top,Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
IVIEWVer.20.02.01A.1209.11
A-B 111 -126 E-F 1795 -2001
B - C 1591 -2433 F - G 1235 -1276
Wind Duration:1.60 IWAVE
Lumber
Top chord: 2x4 SP #2;
C - D 1493 -2066 G - H 1230 -1491
Bot chord: 2x4 SP #2; B3 2x4 SP 24OOf--2.OE +
D - E 1527 -2045 H - I 132 -68
SP M-31;
Webs: 2x4 SP #3; W1 2x6 SP #2; W7 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) Continuous lateral restraint equally spaced on
A - P 138 -84 M - L 1470 -1054
member.
P - O 470 -696 L - K 1470 -1054
O - N 2082 -1679 K - J 932 -673
Purlins
N - M 2082 -1679
In lieu of structural panels orrigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
TC 24 21.17 28.50
BC 75 0.00 38.73
P - B 1312 -1804 F - K 463 -440
Apply purlins to any chords above or below fillers
B - O 1813 -1022 K - G 269 -66
at 24" OC unless shown otherwise above.
O - C 270 -210 K- H 619 -235
C - M 456 -428 H - J 1273 -1763
Hangers / Ties
E - M 568 -402 I - J 171 -152
(J) Hanger Support Required, by others
M - F 869 -767
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.
Wind loading based on both gable and hip roof types.
—WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance ofthe professional engineefin.1 Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 047182
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by aContract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
Copyright Q 2016 A4 Roof Trusses- Reproduction of this document In any form, Is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 A18GE GABL
Seal #: 2593
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit 0.00
Load Duration: 1.25
SDacina: 24.0 "
217" + 74" ilV2"12
ra5X6 =5X6
ni n o n
—1113X4 AP AO AN AM AL AK AJ At AH AG AF AE AD AC AB AAizs3xJ
m3X4 sa3X6 102X4 =3X8Oil .5X4 ns5X6m3X8 1113X3 111.5X4
l— 2' i 36'812
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.87 ft
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T1 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2; W2 2x4 SP M-30;
W7 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X3 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 21.17 28.50
BC 75 0.00 38.73
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Additional Notes
See Al Std Detail for gable wind bracing and other
requirements.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
38'8"12
DetllCS1 Criteria
PP Deflection in loc Udefl U#
VERT(LQ: -0.215 D 999 360
VERT(CQ: 0.339 D 999 240
HORZ(LL): -0.114 D - -
HORZ(TQ: 0.166 D - -
Creep Factor. 2.0
Max TC CSI: 0.671
Max BC CSI: 0.340
Max Web CSI: 0.614
Weiaht: 457.8 Ibs
Ver: 20.02.01 A.1209.11
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
Wind loading based on both gable and hip roof types.
♦ Maximum Reactions (Ibs), or *=PLF
Gravity
Non -Gravity
Loc R+ /R- /Rh
/Rw
/U /RL
Z* 237 /- /-
/105
f78 /24
AO /-203
Wind reactions based on
MWFRS
Z Brg Width = 440
Min Req = -
Bearing AQ is a rigid surface.
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
A- B 188 -120
M- N
738
- 9
B - C 167 -375
N - O
667
-70
C - D 180 -294
O - P
667
-70
D - E 172 -214
P - Q
667
-70
E - F 207 -161
Q - R
667
-70
F - G 170 -275
R - S
654
-64
G - H 269 - 305
S - T
607
- 95
H - I 242 -195
T - U
391
- 69
1-1 277 -144
U - V
198
-70
J - K 343 -106
V - W
87
-70
K - L 491 - 76
W - X
232
- 60
L-M 651 -49
X-Y
110
-77
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -AQ
105 -103
AI-AH
403
-183
AQ-AP
144 -88
AH-AG
403
-183
AP -AO
714 -256
AG-AF
403
-183
AO -AN
714 -256
AF-AE
403
-183
AN -AM
414 -446
AE-AD
88
-32
AM -AL
414 -446
AD -AC
88
-32
AL -AK
414 -446
AC -AB
88
-32
AK-AJ
403 -183
AB -AA
88
-32
AJ-AI
403 -183
AA- Z
88
-32
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
AQ- B
808 -1118
BE- N
38
- 313
B-AR
759 -232
N-BF
78
-91
AR -AS
770 -23B
BG-BH
77
-92
AS -AT
811 -263
BI-BJ
77
-91
AT -AP
810 -263
BK-AE
77
-92
AP- F
629 -930
AE- R
0
-276
F -AU
772 - 313
AE-BL
437
-197
AV-AW
700 -268
BL-BM
364
-150
AX-AY
738 -291
BN-BO
379
-162
AZ -BA
701 -269
BP-BQ
366
-154
BA -AK
769 -310
BR-W
347
-143
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER r'BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be for the Too to be As Truss Design Engineering Specialty Engineer), the Too an acceptance the engineerinc,
Manuel Martinez, P.E.
connector plates shall used valid. a (i.e. seal on any represents of professional
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specially Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns areas defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any fora4 Is prohibitetl without the written permission of A-1 Roof Trusses.
Truss
Truss Type
Qty
Ply
06/16/2021
A18GE
GABL
1
1
�t
Seal #: 2593
K-AK 371 -358
W-BS
76
-208
AK -BB 52 -313
BT-Z
83
-228
BC -BD 44 -274
Y-Z
155
-172
Maximum Gable Forces Per Ply (lbs)
Gables Tens.Comp.
Gables
Tens. Comp.
C-AR 51 -39
AH-BG
0
-463
D -AS 212 -196
BH- P
0
-524
E-AT 0 -21
AG-BI
0
-529
AU- G 275 -358
BJ- Q
0
-508
AO -AV 173 -264
AF-BK
0
-507
AW- H 340 - 360
S -BL
107
-166
AM-AX 282 -294
BM -AD
696
-576
AY-1 469 -519
T -BN
669
-527
AL -AZ 545 -606
BOAC
436
-431
BA- J 125 -143
U -BP
448
-450
BB-AJ 531 -385
BQ-AB
260
-316
L-BC 486 -361
V-BR
277
-329
BD -AI 273 -336
BS-X
299
-337
M -BE 316 -320
AA-BT
316
-362
BF- O 0 -471
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read moles on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be As Truss Design Engineering Specialty Engineer), the seal on any TDD an acceptanceof the engineerinj
Manuel Martinez,
P.E.
connector plates shall be used for the TDD to valid. a (i.e. represents professional
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitabilityand use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a'Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud,
FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses — Reproduction of this document, in any form, is prohibded wdhout the written pernission of A-1 Roof Tmsses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 B01GE GABL 1 1
Seal #: 2585
s'r s'2"
F=4X4
SEAT PLATE REQ.
2' i14'4" 2'
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
Des Ld:: 45.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 ft
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:.
TCDL: 5.0 psf
Soffit 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Varies by Ld Case
Loc. from endwall: Any
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
IWAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord- 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2;
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 18.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 1-0-0 top chord outiookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for gable wind bracing and other
requirements.
18'4"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or.=PLF
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.034 T 816 360
Loc R+ / R- / Rh / Rw / U / RL
T 305 A /- /258 /266 /302
VERT(CL): 0.056 T 502 240
HORZ(LL): 0.026 H - -
T• 150 /- /- /80 /65 /-
HORZ(TL): 0.032 H - -
Wind reactions based on MWFRS
Creep Factor. 2.0
T Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.179
T Brg Width = 164 Min Req = -
Max BC CSI: 0.189
Bearings T & T are a rigid surface.
Bearing T requires a seat plate.
Max Web CSI: 0.315
Weight: 109.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
A - B 282 -154 F - G 498 0
B-C 291 -115 G-H 334 -18
C - D 286 - 61 H -1 278 - 56
D - E 334 - 24 I - J 279 -108
E- F 499 0 J- K 275 -153
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-T
192 -235
P-O
217
-243
T - S
203 -245
O - N
212
-240
S - R
207 -242
N - M
206
-236
R - Q
213 -243
M - L
198
-231
Q - P
217 -243
L - K
191
-228
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - T 306 -206 L - J 305 -206
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C-S 201 -141 O-G 328 -298
D - R 260 - 232 N - H 260 - 232
E - Q 328 -298 M -1 201 -135
F - P 0 -423
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verily design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerint Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 PafkVl@W Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineeris NOT the St Cloud, .FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ®2016 A-1 Roof Trusses —Reproduction of this document, in any form Is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 B02 COMN 1 1 '.
Seal #: 2537
1 as2X4(A1)
97
C 1114X6(R)
9.2„
ti
SEAT PLATE REG. SEAT PLATE REG.
I""'_ 2' j 14'4" j 2'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
EXP: C Kzt: NA
Des Ld: 45.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
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 puriins
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.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA- CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
18'4"
Defl/CSI Criteria
PP Deflection in Ioc Udefl L/#
VERT(LL): 0.006 C 999 360
VERT(CL): 0.013 C 999 240
HORZ(LL): -0.004 B - -
HORZ(TQ: 0.005 B - -
Creep Factor. 2.0
Max TC CSI: 0.677
Max BC CSI: 0.324
Max Web CSI: 0.126
Weiaht: 98.0 Ibs
20.02.01A.1209.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw 11.1 / RL
H 888 A /- /669 /448 /268
F 888 /- A /669 /448 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings H & F are a rigid surface.
Bearings H & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 148 -144 C - D 468 - 600
B - C 468 -600 D - E 148 -144
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-H 117 -62 G-F 120 -86
H-G 288 -314 F-E 117 -62
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - B 748 -778 G - D 351 -78
B - G 347 -78 D - F 748 -778
C-G 152 -21
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" forth.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shallbeused forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinj
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses —Reproduction of this document, in any form, is prohibited withoutthe written permission of A-1 Roof Trusses
Job:
Truss
Truss Type
Qty
Ply
06/16/2021
85072
B03
COMN
2
1
'.M
Seal #: 2543
9'2"-j- T2" =j
C/s4X8(R1)
12
8 F7
n
m
io
03XB B D t404
T
2X4(A1)A W1 or
1
F H
12X =5X6 013X6
SEAT PLATE REQ. SEAT PLATE REQ.
�-- 2' W4" J
164"
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.007 C 999 360
Loc R+ / R- / Rh / Rw / L1 / RL
G 987 /_ /_ 1737 /277 /288
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.017 C 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.004 B - -
H 713 /- /- /449 /227 /-
Des Ld: 45.00
EXP: C Kzt: NA
HORZ L 0.006 B - -
�)
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height 25.00 It
Creep Factor. 2.0
G Brg Width = 8.0 Min Re 1.5
Soffit. 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.967
H Brg Width = 8.0 Min Req = 1.5
BCDL: 5.0 psf
Bearings G & H are a rigid surface.
Load Duration: 1.25
MWFRS Parallel Dist h/2 to h
TPI Std: 2014
Max BC CSI: 0.515
Bearings G & H require a seat plate.
Spacing: 25.9 "
C&C Dist a: 3.00 It
Rep Fac: No
Max Web CSI: 0.350
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.62 ft
FT/RT:10(0)/10(10)
Weight 91.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEW Ver. 20.02.01A.1209.11
A- B 170 -136 C - D 346 -707
B - C 356 -705
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2;
Chords Tens.Comp. Chords Tens. Comp.
A - G 117 -77 F - E 73 - 55
Purlins
G - F 279 - 343
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
TC 24 0.00 9.17
Webs Tens.Comp. Webs Tens. Comp.
G - B 545 - 872 F - D 410 - 97
TC 24 9.17 16.33
BC 75 0.00 16.33
Apply purlins to any chords above or below fillers
B - F 432 -78 D - E 351 -648
at 24" OC unless shown otherwise above.
C - F 192 -16
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER', GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be be As Truss Design Engineering Specialty Engineer), the TOD the engineerin
Manuel Martinez, P.E.
connector plates shall used for the TDD to valid. a (i.e. seal on any represents an acceptance of professional
responsibility for the design of the single Truss depleted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use or the Truss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Copyright 02016 A-1 RoolTrusses-Reproduction of this document, In any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 B04G COMN 1 2 E
Seal #: 2576 �_
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
92' i 77 --{
ti
SEAT PLATE REQ. SEAT PLATE REQ.
i 16'4'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 It
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
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x8 SP 2400f-1.8E;
Webs: 2x8 SP 2400f-1.8E; W2,W4 2x4 SP #3;
W3 2x4 SP #2;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 2 Rows @ 5.00" o.c. (Each Row)
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25
/ Plate Dur.Fac.=1.25)
TC: From 76 pif at
0.00 to
76 plf at 9.17
TC: From 38 plf at
9.17 to
38 pif at 13.23
TC: From 76 pif at
13.23 to
76 pif at 16.33
BC: From 20 pif at
0.00 to
20 pif at 9.17
BC: From 10 pif at
9.17 to
10 pif at 16.33
BC: 5111 lb Conc. Load at 9.30
BC: 1571 lb Conc. Load at 11.23,13.23
BC: 1552 lb Conc. Load at 15.23
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 16.33
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
14'4"
1'11.3 __2' V {
51119 1571V 1571M 15
Defl/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): -0.058 F 999 360
VERT(CL): 0.105 F 999 240
HORZ(LL): -0.005 D - -
HORZ(TQ: 0.007 D - -
Creep Factor. 2.0
Max TC CSI: 0.569
Max BC CSI: 0.582
Max Web CSI: 0.808
Weight: 240.8 Ibs
Ver. 21.01.01A.0521.20
Wind
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
T
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 4452 A A /- /2604 A
H 6695 A A A /3381 A
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.8
H Brg Width = 8.0 Min Req = 2.8
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 81 -35 C - D 1684 -2890
B - C 1690 -2898
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - G 41 -25 F - E 505 -247
G - F 292 -200
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 1376 -2347 F - D 1875 -1130
B - F 2122 -1195 D - E 1194 -2011
C - F 2934 -1653
-WARNING- Please thoroughly reviewthe "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineefin
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
- # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses - Reproduction of this document, in any tom; is prohlbded without the written permission of A-1 Roof Trusses.
Job:
85072
Truss Truss Type Qty I Ply
B05G I MONO 1 1 2
06/16/2021
Seal #: 2582
1
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
SDacina: 24.0 "
M_%
i 9'10 i-iT1°4-�i
SEAT PLATE REQ. SEAT PLATE REG.
�---- 2.1 WY4 -r
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height. 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwail: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30; T2 2x4 SP #2;
Bot chord: 2x8 SP 2400f-1.8E;
Webs: 2x8 SP 2400f-1.8E; W2,W4 2x4 SP #3;
W3 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.131"x3", min, nails
Top Chord: 1 Row @12.00" D.C.
Bot Chord: 2 Rows @ 5.00" D.C. (Each Row)
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 66 plf at
0.00 to
66 plf at 16.27
BC: From 20 plf at
0.00 to
20 plf at 9.17
BC: From 10 plf at
9.17 to
10 pif at 16.27
PLB: From 15 plf at
9.99 to
15 plf at 12.59
BC: 5327 lb Conc. Load at 9.30
BC: 1613 lb Conc. Load at 11.23
BC: 1615 lb Conc. Load at 13.23
BC: 1601 lb Conc. Load at 15.23
Plating Notes
All plates are 4X4(A1) except as noted.
3w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Iding Code:
7th Ed. 2020 Res.
Std: 2014
Fee: Varies by Ld Case
2T:10(0)/10(10)
e Type(s):
5327a 181 1615M 1601
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.058 G 999 360
VERT(CQ: 0.109 G 999 240
HORZ(LL): -0.005 F - -
HORZ(TL): 0.009 F - -
Creep Factor. 2.0
Max TC CSI: 0.537
Max BC CSI: 0.718
Max Web CSI: 0.953
Weiaht: 280.0 Ibs
EW Ver. 21.01.01A.0521.20
Purlins
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 9.17 16.27
BC 120 0.00 16.27
Apply pudins 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.
Wind loading based on both gable and hip roof types.
I
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 4534 /- /- /- 12514 /-
1 6995 /- /- /- /3515 /-
Wind reactions based on MWFRS
H Brg Width = 8.0 Min Req = 1.9
1 Brg Width = 7.2 Min Req = 2.9
Bearings H & I are a rigid surface.
Bearings H & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 105 -63 C-D 0 0
B-D 1700-3013 D-E 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - H 79 - 52 G - F 1814 -1022
H - G 334 - 203
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - B 1362 -2435 D - F 1569 -2783
B - G 2192 -1208 E - F 53 - 96
G - D 3562 -1993
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER CBUYEFr) ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine
be for TDD be As Truss Design Engineering Specialty Engineer), the Too an acceptance of the engineering
Manuel Martinez, P.E.
connector plates shall used the to valid. a (i.e. seal on any represents professional
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-). The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineeris NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 02016 A-1 Roof busses -Reproduction of this doormen; In any foml is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 0611612021 .
85072 B06 MONO 1 1
Seal #: 2525
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:inq: 24.0 "
T
i 92" 7'1"4
SEAT PLATE REC. SEAT PLATE REQ.
i----- 2' — i 14'3"4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc, from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
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 9.17 16.27
BC 75 0.00 16.27
Apply purlins to any chords above or below fillers
at 24" CC 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.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
[ding Code:
7th Ed. 2020 Res.
Std: 2014
Fac: Yes
RT:10(0)/10(10)
e Type(s):
16'3"4
IICSI Criteria
Deflection in loc L/defl L/#
2T(LL): 0.012 G 999 360
2T(CL): 0.031 G 999 240
RZ(LQ: -0.012 C - -
RZ(TQ: 0.017 C - -
ep Factor. 2.0
(TC CSI: 0.836
( BC CSI: 0.583
( Web CSI: 0.667
ght: 100.8 Ibs
VIEW Ver. 20.02.01A.1209.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
1 912 /- /- 1739 1191 /318
J 658 A A /418 /381 /-
Wind reactions based on MWFRS
I Brg Width = 8.0 Min Req = 1.5
J Brg Width = 7.2 Min Req = 1.5
Bearings I & J are a rigid surface.
Bearings I & J require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 136 -101 C-E 0 0
B - D 403 -627
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp_ Chords Tens. Comp.
A -I 103 -78 H-G 184 -512
- H 184 -512 G - F 372 -444
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
I - B 586 - 815 C - F 608 - 509
B-G 318 -95 G-D 256 0
C - D 179 - 50 E - F 475 - 256
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering.(i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkVieW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ® 2016 A-1 Roof Trusses—Reproductlon of this document in any form, is prohib@ed without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Oty Ply 06/16/2021 =
85072 B07 HIPM 1 1 '.c
Seal #: 2522
8'0"4 — —t
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
�CLL: 10.00
t 0.00
I Duration: 1.25
:ing: 24.0 "
I
SEAT PLATE RED. SEAT PLATE RED.
I~ 2' j 14'W4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T2 2x6 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP 93; 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 8.25 16.27
BC 75 0.00 16.27
Apply puffins 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
Wind loading based on both gable and hip roof types.
16'W'4
3w Criteria (Pg,Pf in PSF)
Def11CSI Criteria
NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
NA Ce: NA
VERT(LL): -0.012 C 999 360
NA Cs: NA
VERT(CL): 0.022 C 999 240
)w Duration: NA
HORZ(LL): -0.010 C - -
HORZ(TL): 0.011 C - -
ilding Code:
Creep Factor. 2.0
3 7th Ed. 2020 Res.
Max TC CSI: 0.784
Std: 2014
Max BC CSI: 0.598
3 Fac: Yes
Max Web CSI: 0.827
RT:10(0)/10(10)
Weight: 106.4 lbs
Is Type(s):
VIEW Ver: 20.02.01A.1209.11
NX
T
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 912 /- !- f731 /383 1403
H 658 A A /400 1449 /-
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 7.2 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 191 -139 C - D 592 -472
B - C 515 -663
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 133 -115 F-E 0 0
G-F 84 -418
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
G - B 611 - 836 F - D 569 - 714
B - F 469 -269 D - E 913 -591
F - C 551 - 282
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'j, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Thus Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance ofthe professional engineering Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPF-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI-1.
Copyright 02016 A-1 Roof Trusses —Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 4
85072 B08G HIPM 1 1
Seal #: 2513
2190 210+ 210# 21coo + 210# 1,70
99,
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:ina: 24.0 "
T
SEAT PLATE REQ.
1� 2' 1474
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
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.
Special Loads
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 76 plf at 0.00 to
76 pif at 6.75
TC: From 38 plf at 6.75 to
38 pif at 16.27
BC: From 20 pif at 0.00 to
20 pif at 6.75
BC: From 10 plf at 6.75 to
10 pif at 16.27
TC: 219 lb Conc. Load at 6.75
TC: 210lb Conc. Load at 8.55,10.55,12.55,14.55
TC: 157 lb Conc. Load at 16.21
BC: 100 lb Conc. Load at 6.75
BC: 114 lb Conc. Load at 8.55,10.55,12.55,14.55
BC: 33 lb Conc. Load at 16.21
Purlins
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 6.75 16.27
BC 72 0.00 16.27
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
Wind loading based on both gable and hip roof types.
16'3"4 -I
r19"812t^2' 2t1T16j
114#
100# 1149 1140
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): -0.041 D 999 360
Loc R+ / R- / Rh / Rw / U / RL
J 1415 /- /- A /1169 !-
Lu: NA Cs: NA
VERT(CL): 0.050 D 999 240
Snow Duration: NA
HORZ(LL): -0.012 C - -
K 1505 /- /- A /1297 /-
HORZ(TL): 0.014 C - -
Creep Factor. 2.0
Wind reactions based on MWFRS
J Brg Width = 8.0 Min Req = 1.7
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.548
K Brg Width = 7.2 Min Req = 1.8
TPI Std: 2014
Max BC CSI: 0.987
Bearings J & K are a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.600
Bearing J requires a seat plate.
FT/RT:10(0)/10(10)
Weight: 105.0Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.02.01A.1209.11
A - B 203 -120 C - D 920-1068
B-C 1137 -1216 D-E 919 -1067
WAVE
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-J 53 -120 H-G 941 -891
J-1 71 -48 G-F 0 0
1-H 941 -891
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
J - B 1197 -1343 G - E 1487 -1281
B - 1 979 -912 D - G 833 -791
C - 1 120 -122 E - F 1284 -1386
C - G 203 -38
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l; GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q:e. Specialty Engineer), the seal an any Too represents an acceptance of the professional engineefin,c Manuel Martinez; P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BBC]) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses -Reproduction of this document, In any fore, Is prohibited withoutthe written permission of A•1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 =
85072 C01 GE GABL 1 1
Seal #: 2588
J
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t 0.00
I Duration: 1.25
:inn: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2;
Plating Notes
All plates are 1.5X3 except as noted.
Puffins
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 17.50
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
F=4X4
SEAT PLATE REQ.
)w Criteria (Pg,Pf in PSF)
Def 1CSi Criteria
♦ Maximum Reactions (Ibs), or.=PLF
NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
NA Ce: NA
VERT(LL): 0.032 T 758 360
Loc R+ / R- / Rh / Rw / L1 / RL
T` 149 !- A 183 /66 122
NA Cs: NA
VERT(CL): 0.050 L 556 240
)w Duration: NA
HORZ(LL): -0.024 E - -
M 340 A !- /310 /340 /-
HORZ(TL): 0.030 E - -
Creep Factor. 2.0
Wind reactions based on MWFRS
T Brg Width =154 Min Req = -
ilding Code:
7th Ed. 2020 Res.
Max TC CSI: 0.177
M Brg Width = 8.0 Min Req = 1.5
Std: 2014
Max BC CSI: 0.178
Bearings T & M are a rigid surface.
Bearing M requires a seat plate.
3 Fac: Varies by Ld Case
Max Web CSI: 0.283
RT:10(0)/10(10)
Weight: 109.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
to Type(s):
VIEW Ver: 21.01.01A.0521.20
A - B 271 -155 F - G 479 0
B - C 278 -123 G - H 310 - 23
ME
C - D 275 -65 H - I 275 -65
D-E 310 -23 I-J 278 -123
E- F 479 0 J- K 271 -155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - T
192 -223
P - O
219
-238
T - S
198 -225
O - N
213
- 235
S - R
207 -231
N - M
207
-231
R - Q
213 - 235
M - L
198
- 225
Q - P
219 -238
L - K
192
-223
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - T 331 -204 L - J 331 -207
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - S 192 -130 O - G 337 - 294
D - R 267 - 220 N - H 267 - 220
E - Q 337 - 294 M -1 192 -130
F - P 0 -416
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be for the TDD to be As Truss Design Engineering Specialty Engineer), the on any TDD an acceptance of the engineednE
Manuel Martinez, P.E.
connector plates shall used valid. a (i.e. seal represents professional
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owners authorized agent or the Buli ing Designer, in the Conte d of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of b the Truss, including handling, storage, installation and racing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job:
85072
Truss =131-
s Type
CO2GE
Qty I Ply I 06/16/2021
Seal#: 2591
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
I
T.
SEAT PLATE REQ.
I^ 2' 26' j 2' -1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2; T3 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2; W6 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X3 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)
BC 75 0.00 30.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Additional Notes
See Al Std Detail for gable wind bracing and other
requirements.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
30'
Deg/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.083 M 999 360
VERT(CL): 0.182 M 835 240
HORZ(LL): 0.059 M - -
HORZ(TL): 0.109 M - -
Creep Factor. 2.0
Max TC CSI: 0.681
Max BC CSI: 0.325
Max Web CSI: 0.617
Weight: 260.41bs
21.01.01 A.0521.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
AA'244 /- /- /118 /102 /38
S 1046 A /- /700 /385 /-
Wind reactions based on MWFRS
AA Brg Width =158 Min Req = -
S Brg Width = 8.0 Min Req = 1.5
Bearings AA & S are a rigid surface.
Bearing S requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B
258 -161
J-K
334
-15
B- C
248 -247
K- L
306
0
C- D
178 -162
L- M
258
- 5
D-E
193 -117
M-N
171
-31
E - F
185 -96
N - O
206
-201
F - G
206 -94
O - P
250
-351
G - H
166 - 88
P - Q
243
-731
H-I
231 -81
Q-R
159
-140
1-1
279 - 37
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -AA
184 -192
W - V
366
- 309
AA- Z
378 -491
V - U
447
-16
Z - Y
378 -491
U - T
447
-16
Y - X
366 - 309
T - S
99
- 69
X - W
366 - 309
S - R
125
- 88
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
AA- B
70 -237
AJ- V
351
-223
B -AB
266 - 93
K - V
0
-531
AC -AD
260 - 82
V -AK
689
- 920
AD-AE
269 -97
AK -AL
643
-83Q
AE- Y
273 -104
AL -AM
571
-735
Y - G
26 -257
AM- O
690
- 877
G-AF
312 -153
O-T
218
-33
AG-AH
321 -169
T - Q
365
-25.
AI-AJ
294 -117
Q - S
521
- 996 i
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C -AB 307 - 343 AH- 1 278 - 396
Z-AC 466 -532 W-AI 319 -474
D -AD 118 -133 AJ- J 80 -147
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'),. GENERALTERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form
Verily design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine '
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer); the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the Too only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authodzed agent orthe'Suilding Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage,'instaflation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 Par1(VIBW Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright ® 2016 A-1 Roof Trusses— Reproduction of this document, in any fern, is prohibited without the written permission of A-1 Roof Trusses.
Truss Truss Type Qty Ply 06/16/2021
CO2GE GABL 1 1 Seal #: 2591 .4904
a
E -AE 50 -76 L -AK 64 -124
AF- H 2 -40 M -AL 100 -132
X -AG 0 -20 N -AM 197 -164
y"
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering Manuel Martinez, P.E.
responsibifity for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designerand Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agmed.upon in writing by all parties involved. The Specialty Engineeris NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses —Reproduction of this document, in any form, is prohibited without the wriaen permission of A-1 Roof Trusses.
Job: Truss Truss Type oty Ply 06/16/2021 =
85072 CO3 COMN 6 1
Seal #: 2580
SEAT PLATE REQ. SEAT PLATE REM
�` 2' 20'j z —I
Loading Criteria (psi)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 It
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
Soffit: 0.00
TCDL: 5.0 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: Any
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2; B2 2x4 SP 2400f-2.0E +
SP M-31;
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 30.00
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.
Left and right cantilevers are exposed to wind
Wind loading based on both gable and hip roof types.
— 30'
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): -0.030 J 999 360
Loc R+ / R- 1 Rh / Rw 11.1 / RL
L 1445 1- /- /1036 f750 1440
VERT(CL): 0.0661 999 240
HORZ(LL): -0.017 C - -
H 1445 /- A 11036 /750 /-
HORZ(TL): 0.037 F - -
Wind reactions based on MWFRS
Creep Factor. 2.0
L Brg Width = 8.0 Min Req = 1.7
Max TC CSI: 0.914
H Brg Width = 8.0 Min Req = 1.7
Max BC CSI: 0.710
Bearings L & H are a rigid surface.
Max Web CSI: 0.657
Bearings L & H require a seat plate.
Weight: 179.2 lbs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 20.02.01A.1209.11
A - B 186 -160 D - E 903 -1227
B - C 252 -84 E - F 252 -83
C - D 903 -1227 F - G 186 -160
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- K 150 -130 I- H 932 -381 I
K - J 932 - 389 H - G 150 -130
J-1 738 -137
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - K 303 -248 D -1 414 -266
K - C 796 -1501 I - E 382 - 216
C - J 382 -216 E - H 796 -1501
J - D 413 - 266 H - F 303 - 248
**WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design. parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance ofthe professional engineeenc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibili ies and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specially Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses- Reproduction of this document, in any form, is pmhibfled without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Oty Ply 06/16/2021
85072 C04 COMN 4 1
Seal #: 2583
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit 0.00
Load Duration: 1.25
SDacino: 24.0 "
b
-2X4(A1
15,
.5X3
SEAT PLATE REC. SEAT PLATE REQ.
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height 25.00 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
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 cc) Start(ft) End(ft)
BC 75 0.00 28.00
Apply puriins 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 cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
T
a
1
Snow Criteria (Pg,Pf in PSF)
Defl/CSi Criteria
• Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in Loc Udefl U#
Gravity Non -Gravity
Pt NA Ce: NA
VERT(LL): 0.031 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
K 1479 /- /- /1055 /439 /439
Lu: NA Cs: NA
VERT(CL): 0.077 H 999 240
Snow Duration: NA
HORZ(LL): 0.018 F - -
L 1214 /- /- 1783 /383 A
HORZ(TL): 0.043 F - -
Creep Factor. 2.0
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.7
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.797
L Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.797
Bearings K & L are a rigid surface.
Bearings K & L require a seat plate.
Rep Fac: Yes
Max Web CSI: 0.600
Maximum Top Chord Forces Per Ply (Ibs)
FT/RT:10(0)/10(10)
Weight: 170.8 Ibs
Chords Tens.Comp. Chords Tens. Comp.
Plate Type(s):
IVIEW Ver: 20.02.01A.1209.11
A - B 184 -149 D - E 758 -1342
B-C 251 -86 E-F 156 -119
WAVE
C - D 736 -1277
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - J 135 -129 I - H 787 -135
J -1 969 -381 H - G 1080 -423
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-J 245 -247 D-H 516 -243
J - C 635 -1548 H - E 366 - 301
C -1 325 - 211 E - G 568 -1445
I-D 405 -213 F-G 151 -164
—WARNING-. Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
Engineering Specialty Engineer), the TDD of the enginearinE
Manuel Martinez, P.E.
connector plates shall be used for the TDD to be valid. As a Truss Design (.e. seal on any represents an acceptance professional
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions; suitability and use ofthis Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any fom% Is prohibited without the written pennission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06116/2021
85072 C05 COMN 4 1 Seal #: 2586 a
'do _
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:ing: 24.0 "
b
7
SEAT 79 REQ.
I--z j 2s
I za'
�— 12711 4'a'10 11711 �{
5Dt �
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 it
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
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP M-30; B2 2x4 SP 2400f-2.OE +
SP M-31;
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 76 plf at 0.00 to 76 pif at 27.42
BC: From 20 pif at 0.00 to 20 pif at 27.42
BC: 50 lb Conc. Load at 12.06,16.78
Purlins
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 28.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers I Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
11.5X4
T
1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): -0.035 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
K 1533 /- /- /1055 (774 /439
Lu: NA Cs: NA
VERT(CL): 0.079 H 999 240
Snow Duration: NA
HORZ(LL): -0.019 C - -
G 1223 1- l- 1783 1653 1-
HORZ(TL): 0.040 F - -
Creep Factor. 2.0
Wind reactions based on MWFRS
K Brg Width = 8.0 Min Req = 1.8
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.921
G Brg Width = - Min Req = -
TPI Std: 2014
Max BC CSI: 0.621
Bearing K is a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.774
Bearing K requires a seat plate.
FT/RT:10(0)/10(10)
Weight: 170.8 lbs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.01A.1209.11
A - B 183 -148 D - E 955 -1419
B-C 262 -187 E-F 173 -117
WAVE
C - D 924 -1360
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - J 135 -128 1 - H 829 -420
J -1 1023 -506 H - G 1132 -576
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - J 294 - 250 D - H 530 - 313
J - C 842 -1647 H - E 440 - 301
C -1 374 -211 E - G 776 -1529
- D 422 -258 F - G 175 -163
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerint
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses - Reproduction of this document in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty I Ply 06/16/2021
85072 C06GE GABL 1 2
Seal #: 2567 'A_
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 0.00
Soffit 0.00
Load Duration: 1.25
SDacina: 24.0 "
Lumber
b
7
SEAT e' �0. SPAT 7E FMQ.
1'--7---}} T4' 17V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP M-30;
Bot chord: 2x6 SP 2400f--2.OE;
Webs: 2x4 SP #3; W1 2x6 SP #2;
W3 2x8 SP 2400f-1.8E; W4,W11 2x4 SP #2;
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.1 31 "x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 2 Rows @ 6.00" D.C. (Each Row)
Webs : 1 Row @ 4" D.C.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1)1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 92 plf at
0.00 to
135 plf at 8.09
TC: From 135 plf at
8.09 to
172 plf at 15.00
TC: From 172 plf at
15.00 to
103 plf at 21.09
TC: From 59 plf at
21.09 to
14 plf at 21.11
BC: From 10 plf at
0.00 to
10 plf at 28.00
BC: 1757 lb Conc. Load
at 12.12,14.12,16.12,18.12
20.12,22.12,24.12,26.12
Plating Notes
All plates are 1.5X3 except as noted.
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
"WARNING" Please thoroughly review the "A-1 ROOF
Verify design parameters and read notes on this Truss Design Di
connector plates shag be used for the TDD to be valid. As a Tru:
responsibility for the design ofthe single Truss depicted on the T
responsibility of the Owner, the Owner's authorized agent or the
use of the Truss, including handling, storage, installation and bra
guidelines of the Building Component Safety Information (BSCI)
Designer, Specialty Engineer and Truss Manufacturer, unless otl
Building Designer or Truss System Engineer of any building. All
Copyright 0 2016 A-1 Roof Trusses- Reproduction of this document, in as
17M 17570 1 17570 1 17570
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT. NA
PP Deflection in loc Udefl U#
Pf. NA Ce: NA
VERT(LL): -0.084 D 573 360
Lu: NA Cs: NA
VERT(CL): 0.176 D 272 240
Snow Duration: NA
HORZ(LQ: -0.060 D - -
HORZ(TQ: 0.128 D - -
Building Code:
Creep Factor. 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.392
TPI Std: 2014
Max BC CSI: 0.539
Rep Fac: No
Max Web CSI: 0.970
FT/RT:10(0)/10(10)
Weight: 512.4 lbs
Plate Type(s):
VIEW Ver: 21.01.01A.0521.20
mnrA.rC
Purlins
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 28.00
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Negative reaction(s) of -576# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
See Al Sid Detail for gable wind bracing and other
requirements.
17X6(R)
T
1
♦Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ /R- !Rh /Rw /U /RL
V - A576 !-
/- /39 /-
V• - A52 /-
/25 /- /-
U 10404 !- /-
/- 13807 /-
P 7425 /- A
/- /2849 A
Wind reactions based on MWFRS
V Brg Width = 8.0
Min Req = 1.5
V Brg Width = 88.0
Min Req = -
U Brg Width = 8.0
Min Req = 1.5
P Brg Width = -
Min Req = -
Bearings V, V, & U are a rigid surface.
Bearings V & U require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 97 -38
H - I 624 -1737
B-C 627 -193
I-J 591 -1651
C - D 650 -235
J - K 589 -1647
D - E 672 -254
K - L 620 -1722
E - F 659 -244
L - M 643 -1761
F - G 723 -286
M - N 1227 - 3198
G - H 662 -1815
N - O 1517 - 3942
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - V 20 -49 S - R 2591 - 962
V - U 27 -148 R - Q 3199 -1222
U-T 75 -252 Q-P 28 -12
T - S 2591 - 962
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
V - B
340 0
T -AF
844 - 2199
B - W
206 -531
AC- T
1587 -545
W - X
201 - 527
AC -AD
11 - 51
X - Y
208 - 535
AD-AE
11 - 51
Y-U
214 -542
AE-AF
11 -51
U - G
1582 -4245
AF- M
845 -2232
G - Z
2976 -1075
M - R
2547 - 896
Z -AA
11 - 51
R - N
333 - 862
Z - T
3013 -1099
N - Q
935 -263
AA -AB
11 - 50
Q - O
3390 -1288
AB -AC
11 -50
O-P
1290 -3311
J -AC
1562 - 551
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
ELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
peering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE
Manuel Martinez, P.E.
TPI-I. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
# 047182
er, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
'I and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
a are as defined in TPI-1.
ad without the written permission of A-1 Roof Trusses.
Truss Truss Type Qty Ply 06/16/2021 =
C06GE GABL 1 2 �99
Seal #: 2567
C-W 34 -17 1-AB 21 -5
D - X 30 - 56 AD- K 16 -13
E - Y 26 - 57 AE- L 46 -21
H -AA 85 -26 _T
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty. Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ®201a A-1 Roof Trusses —Reproduction of this document In any form, is prohibited without the wdlten permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 116111112121 _
85072 D01 GABL 2 1
Seal #: 2597 �=
r
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t 0.00
I Duration: 1.25
anq 24.0 "
,s1"2 01131
I-- 2'0°12 18713
Mind Criteria
Mind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h to 2h
C&C Dist a: 3.00 it
Loc. from endwall: not in 10.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W2 2x4 SP #2;
Plating Notes
All plates are 1.5X3 except as noted.
(•11 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 2.27 20.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 1-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Sid Detail for gable wind bracing and other
requirements.
Shim all supports to solid bearing.
18'9"13
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pt NA Ce: NA
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LQ: -0.086 A 218 36D
♦ Maximum Reactions (Ibs), or •=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
T* 127 /_ /_ /63 /66 /28
Lu: NA Cs: NA
VERT(CQ: -0.107 A 175 240
Snow Duration: NA
HORZ(LL): -0.022 A - -
Wind reactions based on MWFRS
HORZ(TQ: 0.025 A - -
Creep Factor. 2.0
T Brg Width = 225 Min Req = -
Bearing T is a rigid surface.
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.447
Maximum Top Chord Forces Per Ply (Ibs)
TPI Std: 2014
Max BC CSI: 0.278
Chords Tens.Comp. Chords Tens. Comp.
A _ B 423 -488 F - G 107 -139
Rep Fac: Varies by Ld Case
Max Web CSI: 0.605
FT/RT:10(0)/10(10)
Weight: 120.4 Ibs
B _ C 97 -225 G - H 112 -119
Plate Type(s):
I
C - D 111 -200 H - I 117 -95
VIEW Ver: 21.01.01A.0521.20
WAVE
D - E 111 -173 I - J 134 -78
E-F 103 -143 J-K 146 -59
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
T - S
253 -676
O - N
35
-147
S - R
255 -688
N - M
31
-140
R - Q
256 -680
M - L
37
-151
Q-P
34 -152
L-K
57
-180
P-O
34 -148
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - U 488 -404 W - X 571 -230
U - T 192 - 259 Y - Q 569 - 229
U - B 150 - 248 Q - E 150 - 234
B - V 574 -232 I - N 106 -137
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
V - C 181 -188 G - P 148 - 220
S - W 179 -190 H - O 161 -225
X - D 175 -252 J - L 335 -356
R - Y 172 -254
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("Bl1YER'J ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the - # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the St Cloud, FL. 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined Iry TPI-1.
Copyright 0 2016 A-1 RoofTrusses—Reproduction of this document in any fomr, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 0611612021 _
85072 D02 VAL 5 1
Seal #: 2886
i—nrn
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 45.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W2 2x4 SP #2;
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 2.27 20.88
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
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
Shim all supports to solid bearing.
11FIV12 -0
1 ,i2i
20'10"9
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or.=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.092 A 205 360
Loc R+ / R- / Rh / Rw / U / RL
J• 99 /- A /58 /58 /24
Lu: NA Cs: NA
VERT(CL): 0.106 G 999 240
Snow Duration: NA
HORZ(LL): -0.027 G - -
Wind reactions based on MWFRS
HORZ(TL): 0.044 G - -
Creep Factor. 2.0
J Brg Width = 225 Min Req = -
Bearing J is a rigid surface.
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.679
Maximum Top Chord Forces Per Ply (Ibs)
TPI Std: 2014
Max BC CSI: 0.529
Chords Tens.Comp. Chords Tens. Comp.
A - B 358 - 339 D - E 239 -185
Rep Fac: Yes
Max Web CSI: 0.640
FT/RT:10(0)/10(10)
Weight: 92.4 Ibs
B - C 244 -268 E - F 242 -130
Plate Type(s):
C - D 191 -188
VIEW Ver. 20.02.01A.1209.11
WAVE
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J -1 263 -655 H - G 44 -160
I - H 93 - 256 G - F 128 - 300
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - K
333 -344
B -1
658 -299
K - J
239 -175
I - C
422 -416
K - B
214 -174
E - H
458 -462
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES{" SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engmeerin
Manuel Martinez, P.E.
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of. the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses— Repmduction of this document, In any foml is pmhibfted without the wdaen permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 E01 MONO 1 1
Seal #: 2649 A111110�_
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit 0.00
Load Duration: 1.25
SDacina: 24.0 "
-2x4(Al)
T
,474 1
SEAT PLATE REQ. SEAT PLATE REC.
1--- 2' 12'6'4
i-- 3' 1 11'64 -
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bat chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1,W5 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
BC 75 3.00 14.39
Apply puffins 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
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
14'6"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT. NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.016 H 999 360
VERT(CQ: 0.027 D 999 240
HORZ(LL): -0.007 D - -
HORZ(TL): 0.008 D - -
Creep Factor. 2.0
Max TC CSI: 0.735
Max BC CSI: 0.589
Max Web CSI: 0.511
Weight: 86.8 Ibs
VIEW Ver: 20.02.01A.1209.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
J 849 A /- /924 /340 /349
F 521 /- /- /588 /305 /-
Wind reactions based on MWFRS
J Brg Width =12.0 Min Req = 1.5
F Brg Width = 6.2 Min Req = 1.5
Bearings J & F are a rigid surface.
Bearings J & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 256 - 327 C - D 741 - 676
B - C 735 -737 D - E 99 -205
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-1 329 -201 H - G 723 -999
1- H 46 - 548
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
B - I
784 -709
D - G
952 -691
B - H
866 - 846
G - F
775 - 588
H - D
264 - 307
G - E
273 -195
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES r'SEI I ER). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER) ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine.
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional endineefinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Tmsses— Reproduction of this document, in any forM Is prohibRed wdhout the wdaen permission of A-1 Roof Trusses.
Job: Truss Truss Type Oty Ply 06/16/2021 =
85072 HJ7 HIP_ 1 1
Seal #: 2495
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 It
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
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
Webs: 2x6 SP #2; W2 2x4 SP #3;
Special Loads
(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 pif at 0.00 to
2 pif at 11.17
BC: From 20 pif at 0.00 to
20 plf at 3.78
BC: From 2 pif at 3.78 to
2 pif at 11.17
TC: 183 lb Conc. Load at 3.78
TC: -119 lb Conc. Load at 4.01
TC: -34 lb Conc. Load at 6.28
TC: 88 lb Conc. Load at 7.34
TC: 63 lb Conc. Load at 8.78
TC: 189 lb Conc. Load at 10.68
BC: 51 lb Conc. Load at 3.78
BC: -133 lb Conc. Load at 4.01
BC: -67 lb Conc. Load at 6.28
BC: 28 lb Conc. Load at 7.34
BC: 4 lb Conc. Load at 8.78
BC: 98 lb Conc. Load at 10.68
Purlins
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 11.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
SEAT PLATE REQ.
� 37 1
a4# 63#
r 8.4 4 18 -,4
11'2'
I'-- 376 -4} � 2-3"4 - 1 1'5% � 1'l092 - j
674i, _.� 20# 40
9n#
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:10(0)/10(10)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): -0.369 F 239 360
VERT(CL): -0.380 F 232 240
HORZ(LL): -0.189 C - -
HORZ(TL): 0.192 C - -
Creep Factor. 2.0
Max TC CSI: 0.350
Max BC CSI: 0.468
Max Web CSI: 0.291.
Weight: 46.2 Ibs
Ver. 20.02.01A.1209.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
H 612 /- /- /- /929 A
E 100 /- /0 /- /229 /0
D 219 /- /- A /334 /-
Wind reactions based on MWFRS
H Brg Width = 13.3 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 (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 234 -15 C-D 111 -124
B - C 354 - 67
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 26 -218 F-E 0 0
G - F 20 -207
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-G 352 -310 C-F 284 -39
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specially Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineedn
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses- Repmduction of this document, in any form, Is prohibited without the written pernission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 A JACK 1 1 '._
Seal #: 2466
ling Criteria (psf)
_: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t 0.00
I Duration: 1.25
Ana: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2;
2X4(A1)
Structural
Fascia by FOR
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCp!: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(fl)
BC 27 0.00 2.24
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
Wind loading based on both gable and hip roof types.
Additional Notes
""" BEARING ANALOG MODIFIED!
I - 2'2"14
,1)
B
SEAT PLATE REQ.
�— 2'
I— 2'2"14 ---{
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): 0.001 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
C 51 A 1152 /80 /39 /187
Lu: NA Cs: NA
VERT(CL): 0.002 C 999 240
Snow Duration: NA
HORZ(LL): 0.000 C - -
B 183 /- 1152 /178 /101 /174
HORZ(TL): 0.001 C - -
Creep Factor. 2.0
Wind reactions based on MWFRS
C Brg Width = 2.9 Min Req = 1.5
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.191
B Big Width =1.5 Min Req = -
TPI Std: 2014
Max BC CSI: 0.085
Bearing C is a rigid surface.
Bearing C requires a seat plate.
Rep Fac: Yes
Max Web CSI: 0.030
FT/RT:10(0)/10(10)
Weight: 12.6 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp.
VIEW Ver: 20.02.01A.1209.11
WAX=
A- B 220 -310
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - C 338 -174
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B-C 0 0
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shag be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPIA, The design assumptions, loading conditions, suitability and use of this Truss for any Budding is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Bulling Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any, field
use of the Truss, including handling. storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safely fi fomtation (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineeris NOT the St Cloud, FL 34771
Budding Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses— Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Tmsses.
Job: Truss Truss Type Qty Ply 11611612021 4 -
85072 J2 JACK 1 1 '.o
Seal #: 2484
LS30 skewable angle
12 C w/ 6- 1Od1.5" nails.
6 1111.5X4 B
v
=2 A4(A1) HB 7' N
iLj1
F D LS30 sh 'able angle
1113X6 w/ 6- 10d1.5" nails.
E
Loading Criteria (psf)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2;
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
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 39 0.00 3.21
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
Wind loading based on both gable and hip roof types.
Additional Notes
Negative reaction(s) of-229# MAX. from a non -wind
load case requires uplift connection. See Maximum
Reactions.
SEAT PLATE REQ.
�2'{
f- 2'6"12.17'r14
f-- 378
Snow Criteria (Pg.Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.044 E 704 360
Loc R+ / R- / Rh / Rw / U / RL
F 746 /- /- /769 /252 /116
Lu: NA Cs: NA
VERT(CL): 0.086 E 357 240
Snow Duration: NA
HORZ(LL): -0.023 C - -
D - /-222 /- /107 /274 A
HORZ(TL): 0.047 C - -
Creep Factor. 2.0
C - /-229 /- 176 /231 !-
Wind reactions based on MWFRS
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.349
F Brg Width = 14.2 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.313
D Brg Width =1.5 Min Req = -
C Brg Width =1.5 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.123
Bearing F is a rigidseatsurface.
FT/RT:100 /10 10)
() (
Weight: 15.4 Ibs
I
Bearing F requires a seat plate.
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
WAVE
IVIEW Ver. 20.02.01A.1209.11
Chords Tens.Comp. Chords Tens. Comp.
A-B 118 -267 B-C 138 -121
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 307 -75 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 773 -437
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use ofthis Truss for any Bullding is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns areas defined in TPIA.
Copyright 02016 A-1 Roof Tmsses— Reproduction of this dmmerd, In any form, is prohibited without the wdnen pernission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 J3 JACK
Seal #: 2469
2X4(A1)
T
1
F 11E
13X6 D
SEAT PLATE REQ.
2' -{
I— 2'6"12 ' 1 17"2 —�
i- 3'8"14
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Sid: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in Ioc Udell U#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pt NA Ce: NA
VERT(LL): 0.054 E 569 360
Loc R+. / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.099 E 311 240
F 571 /- A /588 /122 1181
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.039 C - -
D - /-120 A /57 1151 A
Des U 45.00
EXP: C Kzt: NA
HORZ(TL): 0.069 C - -
C - A114 A /38 /116 /-
NCBCLL: 10.00
Mean Height: 25.00 ft
Building Code:
9
Creep Factor. 2.0
P
Wind reactions based on MWFRS
Soffit 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.307
F Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
TPI Std: 2014
Max BC CSI: 0.296
D Brg Width = 1.5 Min Req = -
C Brg Width Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.069
d
Bearing F is a rigid surface.
Loc. from endwali: not in 4.50 ft
FT/RT:10 (0)/10(10)
Weight: 16.8 Ibs
Bearing F requires a seat plate.
GCpi: 0.18
Plate Type(s):
I
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.01A.1209.11
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A-B 133 -247 B-C 21 -101
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
A- E 286 - 89 E- D 0 0
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs )
BC 45 0.00 3.74
Webs Tens.Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
B - E 382 - 353
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
"WARNING- Please thoroughly review the "A-1 ROOF
Verify design parameters and read notes on this Truss Design Di
connector plates shag be used for the TDD to be valid. As a Tm1
responsibility for the design of the single Truss depicted on the T
responsibility of the Owner, the Owner's authorized agent or the
use of the Truss, including handling, storage, installation and bra
guidelines of the Building Component Safety Information (BSCI) I
Designer, Specialty Engineer and Truss Manufacturer, unless oil
("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
TOD) and the Specially Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
in Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineefint
Manuel Martinez, P.E.
under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
i1i be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
!d by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
ad terms are as defined in TPI-1.
; prohibited without the wrlHen permission of A-1 Roof Trusses,
Job:
85072
Truss Truss Type Qty I Ply
J4 I JACK 1 1
06/16/2021
Seal #: 2487
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t 0.00
I Duration: 1.25
:inq: 24.0 "
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2;
2X4(A1) /
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 70 0.00 5.87
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wnd loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
SEAT PLATE REQ.
�— 2' —'+
i 2'6"12 i 3712
5'10"8
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
tw Duration: NA
Iding Code:
: 7th Ed. 2020 Res.
Std: 2014
Fac: Yes
RT:10(0)/10(10)
e Type(s):
C
I/CSI Criteria
Deflection in loc L/defl L/#
RT(LL): 0.090 E 341 360
RT(CL): 0.131 E 234 240
RZ(LL): -0.050 C - -
RZ(TL): 0.071 C - -
ep Factor. 2.0
c TC CSI: 0.422
( BC CSI: 0.348
( Web CSI: 0.117
aht: 22.4 Ibs
Ver. 20.02.01 A.1209.11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
F 487 /- /- /436 1130 1215
D 28 AI /- /32 /24 /-
C 88 /- A /46 /135 A
Wind reactions based on MWFRS
F Brg Wdth = 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 (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 128 -425 B - C 39 -177
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 450 -91 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 665 - 348
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design,of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building, code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building .Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contractagreedvpon in writing by all parlies involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ®2016 A-1 Roof Tmsses- Reproduction of this document, in any form,, is prohibited without the written permission of A-1 Roof Tmwe%
Job: Truss Truss Type Qty Ply 06/16/2021
85072 J5 JACK 1 1
Seal #: 2472
Loading Criteria (psi)
,Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 45.00
Mean Height 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.001t
Loc. from endwali: not in 4.50 It
GCpi: 0.18
Wind Duration: 1.60
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) Stari(ft) End(ft),
BC 63 0.00 5.24
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wnd loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
C
SEAT PLATE REQ.
�'— 2'
i 2,6"12 .i' 2V2 �{
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT. NA
PP Deflection in loc Udefi U#
Gravity. Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.124 E• 247 360
Loc R+ / R- / Rh / Rw / U / RL
F 493 A A /461 /59 /255
Lu: NA Cs: NA
VERT(CL): 0.130 E 235 240
Snow Duration: NA
HORZ(LL): -0.090 C - -
D 4 A31 A /36 158 /-
HORZ(TL): 0.115 C - -
Creep Factor. 2.0
C 63 All A /45 /151 /-
Wind reactions based on MWFRS
Building Code:
FBC 7th Ed. 2020 Res.
Max TC.CSI: 0.393
F Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.452
D Brg Width =1.5 Min Req = -
C Brg Width =1.5 Min Req = -
Rep Fac: Yes
Max Web CSI: 0.100
Bearing F is a rigid surface.
FT/RT:10(0)/10(10)
Weight: 22.4 Ibs
Bearing F requires a seat plate.
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
WAVE
VIEW Ver: 20.02.01A.1209.11
Chords Tens.Comp. Chords Tens. Comp.
A - B 152 - 340 B - C 35 -187
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- E 369 -108 E- D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 410 - 340
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SERER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be for the TDD to be As Truss Design Engineering Specialty Engineer), the seal on any TDD represents an acceptance ofthe engineerin
Manuel Martinez, P.E.
connector plates shag used valid. a (i.e. professional
responsibility for the design of the single Truss depicted on the TDD only, underTPl-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses—Repmduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06116/2021 _
85072 A JACK 1 1
Seal #: 2490
C
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t: 0.00
I Duration: 1.25
)inq: 24.0 "
=-2X4(A1)
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 :SP 2400f-2.OE + SP M-31:;
Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:;
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 8.54
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
Wind loading based on both gable and hip roof types.
SEAT PLATE REQ.
�--- 2' --{
2'6"12
8'6"8
V11"12
Dw Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
NA Ce: NA
VERT(LL): 0.249 E 123 360
Loc R+ / R- / Rh / Rw / U / RL
F 571 !- /- 1482 1168 /314
NA Cs: NA
VERT(CL): 0.311 E 98 240
)w Duration: NA
HORZ(LL): -0.138 C - -
D 96 /- /- /53 /20 A
HORZ(TL): 0.155 C - -
Creep Factor. 2.0,
C 189 A /- /134 /235 /-
Wind reactions based on MWFRS
ilding Code:
7th Ed. 2020 Res.
Max TC CSI: 0.441
F Brg Width = 8.0 Min Req = 1.5
Std: 2014
Max BC CSI: 0.298
D Brg Width = 1.5 Min Req = -
Fac: Yes
Max Web CSI: 0.134
C Brg Width =1.5 Min Req = -
Bearing F is a rigid surface.
RT:10(0)/10(10)
Weight: 32.2 Ibs
Bearing F requires a seat plate.
to Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
,VE
VIEW Ver. 20.02.01A.1209.11
Chords Tens.Comp. Chords Tens. Comp.
A - B 146 -390 B - C 85 -230
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-E 380 -100 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 558 -457
-WARNING- Please thoroughly reviewthe "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e.-Specialty Engineer), the seal on any Too represents an acceptance ofthe professional engineerinc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the .St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TP14.
Copyright m 2016 A-1 Roof Trusses— Reproduction of this dommem, In any form, is prohibtied without the written permission of A-1 Roof Tmsses.
Job: Truss Truss Type Qty Ply 06/16/2021
85072 R MONO 11 1
Seal #: 2525 A_
fi
Loading Criteria (psl)
TCLL: 20.00
TCDL: 15.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 45.00
NCBCLL: 10.00
Soffit 0.00
Load Duration: 1.25
SDacinq: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP M-30;
Bot chord: 2x4 SP M-30;
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 110 0.00 9.17
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 cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
2x4(Al)
U
SEAT PLATE REQ.
�- 2' --i
c g,2"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
Defi/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.222 G 125 360
VERT(CL): 0.285 G 98 240
HORZ(LL): -0.202 C - -
HORZ(TL): 0.226 C - -
Creep Factor. 2.0
Max TC CSI: 0.283
Max BC CSI: 0.731
Max Web CSI: 0.147
Weight: 40.6 Ibs
VIEW Ver: 21.01.01A.0521.20
D
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 591 /- /- /496 /76 /448
D 165 /- /- /149 /180 1-
E 142 A /0 /145 /192 /0
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
D Brg Width =1.5 Min Req = -
E Brg Width =1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 74 -271 C-D 92 -191
B - C 24 - 241
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 336 -67 F-E 0 0
G - F 95 - 277
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - G 147 - 348 C - F 494 -170
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Binding Designer, in the context of the IRC, the IBC, local building code and TPH1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineeris NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright ®2016 A-1 Roof Trusses —Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 RA EJAC 4 1
Seal #: 2498
C
2X4(A1) /
V]
F
SEAT PLATE REQ.
� 2' 1
9
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg:.NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.232 F 120 360
Loc R+ / R- / Rh / Rw / U / RL
F 568 /- /- /477 /170 /331
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA.
VERT(CL): -0.182 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(L'L): -0.134 B - -
D 114 /- /- /67 /39 /-
Des Ld: 45.00
C Kzt:
HORZ(TL): 0.151 B - -
C 210 /- /- /155 /239 /-
BuildingCoder
NCBCLL: 00
MeaEXP
ean Height: 2500 ft
.
Creep Factor. 2.0
P
Wind reactions based on MWFRS
0.
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.987
F Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 sf
P
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.742
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.258
Bearing F is a rigid surface.
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 37.8 Ibs
Bearing F requires a seat plate.
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
IVIEWVer. 20.02.01A.1209.11
Chords Tens.Comp. Chords Tens. Comp.
Lumber
B 187 -148
B - C 94 -233 A -
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x6 SP #2; W2 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
A - F 152 -122 E - D 0 0
In lieu of structural panels or rigid ceiling use purlins
F - E 62 -445
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.00
Maximum Web Forces Per Ply (Ibs)
Apply purlins to any chords above or below fillers
Webs Tens.Comp. Webs Tens. Comp.
at 24" OC unless shown otherwise above.
F - B 205 -457 B - E 609 -89
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left cantilever is exposed to wind
Wind loading based on both gable and hip roof types.
**WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the conte# of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designerand Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are. referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses— Reproduction of this documem, in any form, is prohibited without the written permission of A-1 Roof Trusses.
4
Job:
Truss
Truss Type
Qty
Ply
06/16/2021
85072
J7B
EJAC
1
1
A.
Seal #: 2504
C
12
6 p
101.5X4 B
HB 6'5"4
A
T
F D
l0 X3 E
SEAT Pj1TE REQ.
2, 6,4„
�---- 2'612 - -}- 65"4 -�
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions
(Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Fig: NA Ct: NA CAT. NA
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LQ: 0.241 E 127 360
Loc R+ / R- / Rh
/ Rw / U / RL
F 550 /- A
1437 /132 /311
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.306 E 100 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.134 C - -
D* 19 A A
/12 /20 /-
Des Ld: 45.00
EXP: C Kzt: NA
HORZ(TL): 0.151 C - -
D 33 /- /-
/41
Building Code:
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor. 2.0
C 157 A /-
/114 /200 A
Soffit 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.562
Wind reactions based on MWFRS
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.434
F Brg Width = 76.
D Brg Width =
Min Req = 1.5
Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 it
Re Fac: Yes
Rep
Max Web CSI: 0.172
1.5
D Brg Width = .5
Min Req = -
Loc. from endwall: not in 4.50 ft
FT/RT:10(0)/10(10)
Weight: 33.6 Ibs
C Brg Width = 1.5
Min Req = -
GCpi: 0.18
Plate Type(s):
Bearings F & E are a rigid
surface.
IVIEW Ver: 20.02.01A.1209.11
Wind Duration: 1.60
WAVE
Bearing F requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Top chord: 2x4 SP M-30;
Chords Tens.Comp.
Chords Tens. Comp.
A - B 152 -400
B - C 70 -209
Bot chord: 2x4 SP M-30;
Webs: 2x6 SP #2;
Plating Notes
Maximum Bot Chord Forces Per Ply (Ibs)
All plates are 2X4(A1) except as noted.
Chords Tens.Comp.
Chords Tens. Comp.
A- E 374 -101
E- D 0 0
Purlins
In lieu of structural panels or rigid ceiling use purlins
Maximum Web Forces
Per Ply (Ibs)
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp.
BC 75 0.00 9.00
B - E 634 -493
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
Wind loading based on both gable and hip roof types.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance ofthe professional engineednE
Manuel. Martinez, P.E.
responsibility for the design ofthe single Truss depicted an the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for
any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field
use ofthe Tmss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPIA.
Copyright 02016 A-1 Roof Trusses- Reproducfion of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job:
Truss
Truss Type
Qty
Ply
06/1612021
85072
RC
MONO
5
1
_
Seal #: 2540 '164 ME
1111.5X4 O ,
12
%1.5X3C
8
m
io
in
1111.5X3B
w1
=2X4(A1) A
1111.5X3
1113X6(R) E
F
SEAT PLATE REQ.
2'
7'2"
9'2"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.073 F 384 360
Loc R+ / R- / Rh / Rw / U / RL
F 591 /- /- /496 /76 /448
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.175 F 160 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.052 D - -
E 306 /- /- /294 /372 /-
Des Ld: 45.00
EXP: C Kzt: NA
L : 0.125 D - -
HORZ(T )Buildin
Wind
nd reactions based on MWFRS
C
g ode:
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor. 2.0
F Br Width = 8.0 Min Re 1.5
9 q =
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.664
E Brg Width = - Min Req = -
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.547
Bearing F is a rigid surface.
Bearing F requires a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.147
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)/10(10)
Weight: 50.4 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Plate Type(s):
VIEWVer.21.01.01A.0521.20
A-B 53 -214 C-D 85 -164
B - C 0 -253
Wind Duration:1.60
WAVE
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Webs: 2x4 SP #3; W1 2x6 SP #2;
Chords Tens.Comp. Chords Tens. Comp.
A-F 247 -38 F-E 132 -369
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
B - F 298 -394 D - E 207 -152
BC 110 0.00 9.17
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C - E 495 -177
Hangers / Ties
(J) Hanger Support Required, by others
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
Wind loading based on both gable and hip roof types.
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherivise stated on the TDD, only Alpine
be Asa Truss Design Engineering Specialty Engineer), the TDD represents an acceptance of the engineerinj
Manuel Martinez, P.E.
connector plates shall be used for the TOO to valid. (i.e. seal on any professional
responsibility for the design of the single Truss depicted an the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilifies and duties of the Truss
Specialty Engineer Truss Manufacturer, otherwise defined by a Contract agreed upon in writing by all involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Designer, and unless
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
parties
Copydght Q 2016 A-1 Roof Trusses -Reproduction of this document, in any forth, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 11611612021 _
85072 J8 MONO 9 1
Seal #: 2522
i
..
Jing Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
,L: 10.00
Ld: 45.00
CLL: 10.00
L' 0.00
I Duration: 1.25
:ing: 24.0 "
E
SEAT PLATE REQ.
2' 67'
87'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
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 103 0.00 8.58
Apply puffins 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
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
T
W2
DF
1113X6
SEAT PLATE REQ.
Dw Criteria (Pg,Pf )n PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
NA Ce: NA
VERT(LQ: 0.080 E 348 360
Loc R+ / R- / Rh / Rw / Ll / RL
NA Cs: NA
VERT(CQ: -0.104 E 999 240
E 536 /- /- /504 /415 1134
)w Duration: NA
HORZ(LL): -0.025 C - -
F 262 /- /- /207 /205 /-
HORZ(TL): 0.031 C - -
Wind reactions based on MWFRS
ilding Code:
Creep Factor. 2.0
E Brg Width = 8.0 Min Req = 1.5
7th Ed. 2020 Res.
Max TC CSI: 0.885
F Brg Width = 8.0 Min Req = 1.5
Std: 2014
Max BC CSI: 0.564
Bearings E & F are a rigid surface.
Bearings E & F require a seat plate.
3 Fac: Yes
Max Web CSI: 0.434
RT:10(0)/10(10)
Weight: 32.9 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
to Type(s):
vc
VIEWVer:21.01.01A.0521.20
A-B 15 -218 B-C 20 -93
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- E 206 0 E- D 34 -63
Maximum Web Forces Per Ply (Ibs) I
Webs Tens.Comp. Webs Tens. Comp.
B-E 715 -431 C-D 399 -195
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' torn.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCq published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright 02016 A-1 Roof Trusses— Reproduction of this document in any form, is prohibited without the written permisslon of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 J8A MONO 2 1
Seal #: 2534
12 ,.
1113X8(E3)
iR
III3X6
SEAT PLATE REQ. SEAT PLATE REQ.
6r7r'
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria -
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.065 B -
Des Ld: 45.00
Ma C Kzt:n
0.088 B -
Building Code:
NCBCLL: 10.00
MeeaHeight: 25.00 ItHORZ(TL):
TCDL: 5.0 psf
Creep Factor. 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.729
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.667
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.578
Loc. from endwall: not in 9.00 It
FT/RT:10(0)/10(10)
Weight: 26.6 Ibs
GCpi: 0.18
Plate Type(s):
VIEW Ver. 21.01.01A.0521.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP M-30;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Lt Slider: 2x6 SP #2; block length = 1.500'
Purlins
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 79 0.00 6.58
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.
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
N
7-
ZD
N
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 299 /- /- 1283 /226 /102
E 299 /- /- /258 /243 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
E Big Width = 8.0 Min Req = 1.5
Bearings A & E are a rigid surface.
Bearings A & E require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 279 -328 B - C 179 -293
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-D 44 -151
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - D 534 -220
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, onlyAlpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinc Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Ccpydght 02016 A-1 Roof Trusses - Reproduction of this document, In any form, is prohibited without the written pernission of A-1 Roof Trusses
Job: Truss Truss Type Qty Ply 06/16/2021
85072 J11 SPEC 3 1 Seal #: 2537
I
2'
SEAT PLATE REQ.
11,91,
ling Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
_. 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
L: 15.00
Speed: 160 mph
Pf. NA Ce: NA
L: 0.00
Enclosure: Closed
Lu: NA Cs: NA
L: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Ld: 45.00
Mean Height: 25.00 it
CLL: 10.00
TCDL: 5.0 psf
Building Code:
k 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
I Duration: 1.25
MWFRS Parallel Dist h to 2h
TPI Std: 2014
:ing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: Yes
Loc. from endwall: not in 9.00 it
FT/RT:10(0)/10(10)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
1ArAvp:
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)
BC 103 0.00 11.75
Apply pudins 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
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
9191,
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LQ: 0.108 G 259 360
VERT(CQ: 0.178 G 156 240
HORZ(LL): -0.037 D - -
HORZ(TQ: 0.062 D - -
Creep Factor. 2.0
Max TC CSI: 0.722
Max BC CSI: 0.992
Max Web CSI: 0.271
Weiaht 51.1 Ibs
Ver: 21.01.01 A.0521.20
III 1.5X4 D
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G 667 /- A /628 /519 /183
H 413 A A /358 /342 A
Wind reactions based on MWFRS
G Brg Width = 8.0 Min Req = 1.5
H Brg Width = 6.0 Min Req = 1.5
Bearings G & H are a rigid surface.
Bearings G & H require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 585 -471 C - D 22 -65
B-C 712 -528
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - G 475 - 570 F - E 455 - 807
G - F 457 - 819
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - G 684 -457 C - E 912 -514
F-C 314 -350 D-E 201 -117
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerinE Manuel Martinez, P.E.
responsibility, for the design of the single Truss depicted on the TDD only, underTPl-1. The design assumptions, loading conditions, su'dabilily and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses—Reproductlon of this document, in any form, is prohibfted without the written pennlssion of A-1 Roof Trusses.
Job: Truss Truss Type City Ply 06/16/2021 _
85072 J11A SPEC 1 1
Seal #: 2543
D
ling Criteria (psf)
L: 20.00
L: 15.00
L: 0.00
L: 10.00
Ld: 45.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:ing: 24.0 "
I
2'
SEAT PLATE REQ.
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 25.00 it
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
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3; W1 2x6 SP #2;
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 11.75
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
Wind loading based on both gable and hip roof types.
Left bottom chord exposed to wind.
9191.
11,9"
'v
ce)
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.009 G 999 360
Loc R+ / R- / Rh / Rw / U / RL
G 463 /- /- /445 /399 /183
Lu: NA Cs: NA
VERT(CL): 0.020 G 999 240
Snow Duration: NA
HORZ(LL): -0.003 B - -
E• 154 /- A /110 190 A
HORZ(TL): 0.005 B - -
Wind reactions based on MWFRS
Building Code:
Creep Factor. 2.0
G Brg Width = 8.0 Min Req = 1.5
FBC 7th Ed. 2020 Res.
Max TIC CSI: 0.423
E Brg Width = 46.0 Min Req = -
TPI Std: 2014
Max BC CSI: 0.406
Bearings G & F are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.105
Bearing G requires a seat plate.
FT/RT:10(0)/10(10)
Weight: 51.1 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 21.01.01A.0521.20
A - B 149 -91 C - D 18 -55
B-C 150 -135
WAVE
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-G 98 -115 F-E 97 -270
G - F 81 -258
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-G 565 -381 C-E 319 -115
F-C 354 -401 D-E 149 -81
"WARNING'" Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGMENT' forth.
Verify design parameters and read notes on this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any Too represents an acceptance of the professional engineedn( Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the # 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses -Reproduction of this document in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job:
85072
Truss
PB01
T
ZO
Truss Type
GABL
3'7"8
12
C=4X4
Qty Ply 06/16/2021 =
2 1 Seal #: 2516 '410
3'7"8 �j
11,11 5'4"14 11"1
7'3"
T
1
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf )n PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): -0.001 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
A - /-4 A /39 /36 /71
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.002 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.001 F - -
B* 97 A A 172 /57 A
Des Ld: 45.00
EXP: C Kzt: NA
HORZ L 0.001 F - -
(T )
E - / 4 /- /8 A /-
g de: Building Co
NCBCLL: 10.00
Mean Height: 25.00 ft
Creep Factor. 2.0
Wind reactions based on MWFRS
Soffit 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.081
A Brg Width = 7.3 Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
TPI Sid: 2014
Max BC CSI: 0.045
B Brg Width = 64.8 Min Req = -
E Brg Width = 7.3 Min Req 1.5
Spacing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: Yes
Max Web CSI: 0.020
Bearings A, B, & E are a rigid surface.
Loc. from endwall: not in 13.00 itFT/RT:10(0)/10(10)
Weight: 25.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 21.01.01A.0521.20
Wind Duration: 1.60
WAVE
A-B 95 -81 C-D 96 -85
Lumber
B-C 110 -85 D-E 24 -5
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Plating Notes
B - F 47 -14 F - D ' 47 -14
All plates are 2X4(A1)
except as noted.
Purlins
Maximum Web Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use purlins
Webs Tens.Comp.
to laterally brace chords as follows:
C - F 58 -107
Chord Spacing(in oc) Start (ft) End(ft)
BC 61 0.15 5.26
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerinE
Manuel Martinez, P.E.
responsibility for the design of the single Truss depicted on the TDD only, underTPI-1. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building is the
At 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shag be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA
Copyright 02016 A-1 Roof Trusses —Reproduction of this document, In any form, is prohibited without the written permission of A-1 Roof Trusses.
Job:
Truss
Truss Type
Qty
Ply
06/16/2021
-
85072
PB02
GABL
27
1
Seal #: 2519
37'8
3'7"8
12
C=3X4
T 6�
T
to
_
50 B
p
E
rA
11 "1
54"14
6'3"15 -I
TW
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
DeflICSI Criteria
♦ Maximum Reactions
(1bs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in Ice Udefl U#
Gravity
Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.002 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
A - /-2 /-
/34 /49 f71
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.003 C 999 240
BCDL: 10.00
Risk Category: If
Snow Duration: NA
HORZ(LL): -0.001 - -
B* 97 /- A
f77 155 !-
Des Ld: 45.00
EXP: C Kzt: NA
HORZ(TL): 0.001 - -
E - /-2 /-
/4 /18 /-
C
g ode:
NCBCLL: 10.00
Mean Height: 25.00 itBuildin
Creep Factor. 2.0
Wind reactions based on MWFRS
Soffit: 0.00
TCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.060
A Brg Width = 7.3
Min Req = 1.5
Load Duration: 1.25
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.080
B Brg Width = 64:8
E Brg Width = 7.3
Min Req = -
Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.00 It
Rep Fac: Yes
Max Web CSI: 0.000
Bearings A, B, & E are a rigid surface.
Loc. from endwall: not in 13.00 ItFT/RT:10(0)/10(10)
Weight: 22.4 Ibs
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces
Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
Wind Duration: 1.60
WAVE
VIEW Ver. 21 -01.01 A.0521.20
A - B 101 -79
C - D 177 -229
Lumber
B - C 183 -229
D - E 23 -2
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp.
All plates are 2X4(A1) except as noted.
B - D 174 -87
Purlins
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 61 0.15 5.26
Apply purlins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
**WARNING'" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLF-R"), GENERAL TERMS arid CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
Truss Design Engineering Specialty Engineer), the Too acceptance ofthe engineerin
Manuel Martinez, P.E.
connector plates shall be used for the TDD to be valid. As a (i.e. seal on any represents an professional
responsibility for the design of the single Truss depicted on the TOD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building, is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkVlew Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Truss Manufacturer, definedby Contract agreed upon in writing by all involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Designer, Specialty Engineer and unless otherwise a
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
parties
Copyright ®2016 A-1 RoolTmsses— Reproductlon of }his document, in any form, is prohibaed without the written permission of A-1 Roof Trusses.
4
Job:
Truss
Truss Type
Qty
PI y
06/16/2021
85072
V03
VAL
1
1
�=
Seal #: 2529
�}- 111 "8
12
6 B
T
A �D
M
CD
4(D8 )
216117 --i
Loading Criteria (pst)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 15.00
Speed: 160 mph
Pf; NA . Ce: NA
VERT(LL): 0.029 B 983 360
Loc R+ / R- / Rh / Rw 11.1 / RL
D* 93 /- /- /58 /20 /19
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.068 B 424 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.013 B - -
Wind reactions based on MWFRS
Des Ld: 45.00
C Kzt: NA
HORZ(TL): 0.030 B - -
D Brg Width = 30.4 Min Req = -
Building C
g ode:
NCBCLL: 10.00
Mca
ean Height 25.00 ft
Creep Factor. 2.0
Bearing A is a rigid surface.
9 9
Soffit 0.00
TCDL: 5.6 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.305
Maximum To Chord Forces Per PI Ibs
y ( )
Load Duration: 1.25
MWFRS Parallel Dist•. h/2 to h
TPI Std: 2014
Max BC CSI: 0.417
Chords Tens Comp.
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
A - B 0 -46
Loc. from endwall: not in 9.00 ft
FT/RT:10(0)110(10)
Weight 8.4 lbs
GCpi: 0.18
Plate Type(s):
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
VIEW Ver: 21.01.01A.0521.20
Chords Tens.Comp.
Lumber
A-C 157 -16
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.00 2.54
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Slid Detail for valley details.
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'; GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
be for the TDD to be As Truss Design Engineering Specialty Engineer), the TDD of the engineerinE
Manuel Martinez, P.E.
connector plates shall used valid. a (i.e. seal on any represents an acceptance professional
responsibility for the design of the single Truss depicted on the TDD ony, underTP1-1. The design assumptions, loading conditions, suitabitityand use of this Truss Wary, Building is the
# 047182
responsibifiy of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the TDD and any field
use of the Tmss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. AM notes set out in the TDD and the practices and
4620 ParkView Dr
guidefines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
parties
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses— Reproduction of this document, in any form, is prohibited without the written permission of A-1 Roof Trusses.
Job: Truss Truss Type Qty Ply 06/16/2021 _
85072 V07 VAL 1 1 Seal#: 2526
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 15.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 45.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2;
Bot chord: 2x4 SP #2;
Webs: 20 SP #3;
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 81 0.00 6.72
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See Al Std Detail for valley details.
17' 1 1'107 3'8"4 --�{
DE
III3X6
6'8"10
6'5"2
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.130 B� 607 360
Loc R+ / R- / Rh / Rw / U / RL
E* 92 /- /- /57 /17 /15
Lu: NA Cs: NA
VERT(CL): 0.299 B 263 240
Snow Duration: NA
HORZ(LL): -0.044 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.102 C - -
Creep Factor. 2.0
E Brig Width = 80.6 Min Req = -
Bearing A is a rigid surface.
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.812
Maximum Top Chord Forces Per Ply (Ibs)
TPI Std: 2014
Max BC CSI: 0.628
Chords Tens.Comp. Chords Tens. Comp.
A - B 13 -190 B - C 56 -143
Rep Fac: Yes
Max Web CSI: 0.330
FT/RT:10(0)/10(10)
Weight: 23.8 lbs
Plate Type(s):
WAVE
VIEW Ver. 21.01.01A.0521.20
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - D 285 -21
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - D 366 -189
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" forth.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
the TDD to be As Truss Design Engineering Specialty Engineer), the Too an ofthe engineerin
Manuel Martinez, P.E.
connector plates shall be used for valid. a (i.e. seal on any represents acceptance professional
responsibility for the design of the single Truss depicted an the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
# 047182
responsibility of the Owner, the Owner's authorized agent or the'Suilding Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4620 ParkView Dr
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance.. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
St Cloud, FL 34771
Building Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses -Reproduction of this document, in any forth, is prohibited without Ne written pemdssion of A-1 Roof Trusses.
3/16/2020 HIP/ KING JACK (TYPICAL) STDL 01.0
�= A-1 ROOF
= TRU55E5
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409-1010
ATTACH END JACKS USING (4)
0.131" O TOE NAILS AT TOP
CHORD & (3) 0.131" 0 TOE
NAILS AT BOTTOM CHORD.
ATTACH KING JACK USING
(3) 0.131" 0 TOE NAILS AT
TOP CHORD & 24" STRAP
USING (6) 1Od X 1Y2' AT EACH
END OF BOTTOM CHORD.
ATTACH CORNER JACKS USING
(2) 0.131" 0 TOE NAILS AT TOP &
BOTTOM CHORDS (TYP).
CORNERSET GENERAL SPECIFICATIONS:
MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60'
MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
5/28/2020 HIP/ KING JACK (HVHZ) STDL 02.2
�= A-1 ROOF
= TRUSSES
A FLORIDA CORPORATION
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL. 34946
(772)409-1010
ATTACH KING & END JACK
WITH (1) THJA26 HANGER
OR EQUIVALENT AT
BOTTOM CHORD
ATTACH KING & END JACKS
WITH (1) LSTA 12 TWIST STRAP
AT TOP CHORD WITH (10) 1 Od
NAILS PER STRAP (MIN.) & (3)
0.131" QJ TOE NAILS.
ATTACH CORNER JACKS &
STD. JACKS WITH (1) LSTA 12
TWIST STRAP AT TOP CHORD
& BOTTOM CHORD WITH (10)
10d NAILS PER STRAP
MINIMUM (TYP).
HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS:
MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-10, EXP. B & C, UP TO 60'
MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT.
NOTE: IN ADDITION TO STRAPPING TOE- NAIL
BOTH CHORDS OF CORNER JACKS TO CARRYING
MEMBER PER THE FOLLOWING SCHEDULE:
• 2X4: (2) 0.131" QJ TOE NAILS
• 2X6: (3) 0.131" 0 TOE NAILS
LSTAl 2 TWIST STRAP WITH 10D NAILS,
MIN. (10). SEE MFR'S
RECOMMENDED CONNECTION.
HIP, OR KING JACK (TYP.)
JACK, OR CORNER JACK (TYP.)
IMPORTANT NOTE:
CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6-
2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED
PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS
IN HIGH VELOCITY HURRICANE ZONE.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES @
24. O.C.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
1' - 3' MAX.
\
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
\
IT IS THE RESPONSIBILITY OF THE BLDG.
\
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
TO DESIGN THE CEILING DIAPHRAGM AND ITS
\
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
END WALL
STDTL03
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIND.
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED. TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
JKAL
TRUSS
idn.i
STRUCTURALN AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
GABLE TRUSS / MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR/
STRUCTURAL GABLES WITH INLAYED
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
TRUSS
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
12/23/19 PIGGY -BACK TRUSS STDTL04.1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
"REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS."
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-0"
MAX
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.113" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
CONNECTIONS AT EACH TRUSS.
OPTION NO.3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION #1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. 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.
** IMPORTANT NOTE •*
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
�I 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.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER l
772409-1010 TRUSS `
VALL Y PRUS�; I� II i) II II II IIASETRi SSES
(TY
.0 taw. L'umMVIV
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
SECURE VALLEY TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6" O.C.
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
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF'ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
DETAIL A
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 5, 2018
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
SECURE
W/C
VALLEY TRUSS
(TYPICAL)
TRUSSED VALLEY SET DETAIL
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
V - 1 -1" -
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
STDTL06
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.
P r2
SEE DETAIL "A"
BELOW (TYP.)
BASE TRUSSES
GABLE END, COMMON
TRUSS, OR GIRDER
VALLEY TRUSS TRUSS
(TYPICAL)
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT =30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS 42
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SIMPSON SDS25300 (1/4" X 3")
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
I JULY 17, 2017 I TRUSSED
(HIGH WIND VELOCITY) AIL I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MP1
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY 11 BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24" O.C. (BASE AND VP
SUPPORTING TRUSSES DIRECTLY UNricK VALLCT I KUJACA MVA 1 0r
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.
NON -BEVELED
BOTTOM CHORD
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAYBE APPLIED
TO THIS FACE UP TO A
MAXIMUM 6/12 PITCH
NON-BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
ooe
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
* DIAGONAL BRACING
REFER TO SECTION A -A
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
7z;
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
Q VARIES TO COMMON TRUSS
11t* L - BRACING REFER
TO SECTION B-B
3X4 =
v
24' MAX. ---1 - - I
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0'D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) IOd NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUD
#2 DIAGONAL
BRACE
(4) - 16d
NAILS
16d NAILS
+
SPACED G' O.C.
(2) lOd NAILS
,
INTO 2X6
2X6 SP OR
SPF #2
2X4 SP OR
SPF #2
TYPICAL HORIZONTAL
BRACE NAILED TO
2X4 VERTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH ENO.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) 6d NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0131'X3.5' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE _
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP #3 i STUD
12" O.C.
3.8-10
5-6-11
6-6-11
11-1-13
2X4 SP #31 STUD
16" O.C.
3.3.10
4-9-12
6-6-11
9-10-15
2X4SP93/STUD
24"O.C.
24M
3-11-3
54-12
8-1-2
2X4 SP #2
12" O.C.
3-10-15
5-6-11
6-6-11
11-6-14
2X4 SP #2
16" O.C.
3-6-11
4-9-12
6-6-11
10-8-0
2X4SP#2
24" O.C.
3-1-4
3-11-3
6-2-9
9-3-13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - G' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C
ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
ROOF
SHEATHING
I
••
1�
._mi, �.
�- TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' O.C. ATTACHED
TO VERTICAL WITH (4) -
\ 16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
IOd NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 T-BRACE / I -BRACE DETAIL STDTL09
WITH 2X BRACE ONLY
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
�! THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494
772409-1010
NAILING PATTERN
T—BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / [-BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
SPACING
k
BRACE
SIZE FOR ONE —PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO—PLY
TRUSS
SPECIFIED .CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS NAILS
WEB
NAILS WEB
I -BRACE T-BRACE
S E C T I 0 N D E T A I L %nuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FI 14771
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2XG 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY B TO 10 FEET
ALONG A FLOOR TRUSS.
�i NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409-1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d r
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). I ATTACH TO
NAILS (WEB 0 13 XR3 )dL
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL L
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - Ind
TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENOS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0131' X 3')
EQUALLY SPACED.
BLOCKING
(BY OTHERS)
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
LATERAL TOE -NAIL DETAIL
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o.135
93.5
85.6
74.2
72.6
63.4
J
.162
108.8
99.6
86.4
84.5
73.8
�i
.128
74.2
67.9
58.9
57.6
50.3
co
Z
0
J
.131
75.9
69.5
60.3
59.0
51.1
in
.148
81.4
74.5
64.6
63.2
52.5
N
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 115 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30" TO 60°
1 4 45.00'
ANGLE MAY
VARY FROM
30° TO 60"
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00°
SIDE VIEW
(2X6) 4 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30° TO 60°
45.000
Nrtinez, P.E.
# 047182
4620 ParkView Dr
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE —NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
L7
.131
59
46
32
30
20
Z
O
.135
60
48
33
30
20
c
U7
('7
.162
72
58
39
37
25
J
2
O
.128
54
42
28
27
19
I-_
LD Z
Z
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
J
N
a
Z
.120
51
39
27
26
17
0
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
—1
.148
57
44
31
28
20
M
1. TOE -NAILS -SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIN❑ DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
*** USE (3) TOE -NAILS ON 2X4 BEARING WALL
+++ USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S1
IE
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
IL
NAIL
NAIL
Manuel Martinez, P.E.
# 047182
SIDE VIEW END VIEW 4620 ParkView Dr
St Cloud, FL 34771
-FEBRUARY 5, 2016 I TYP W NAILER ATTACHMENT I STDTL13
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-I .0 X 4
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.
Manuel Martinez, P.E.
# 047182
April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
(4) 12d
TRUSS 2411 O.C.
12
VARIES F�:�
(4) 12d
MAX 3011(2r-6rr)
UPLIFT CONNECTION
(SEE ROOF TRUSS) 2x6 #2 SP (Both Faces)
24" O.C.
EXTERIOR FLAT SIMPSON H5
GIRDER
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
• y
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15 I
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772.409-1010
It -
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
2X6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42'
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48'
3657
5485
3346
5019
2829
4243
2898
4347
+ DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED-(L) IS CALCULATED AS FOLLOWS: L = (2) X + C
•lOd NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. Manuel Martinez, P.E.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. # 047182
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4620 ParkVieW Dr
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 1.15
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
ENO BEARING CONDITION
NOTES:
1. ATTACH 2X-SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148. OIA: X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 400 SPACED 24'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr