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Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
�TRUSSES
RE: Job 81173
A FLORIDA CORPORATION
A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FI �aa4F
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: 28 Model: SEAMIST 2215
Address: 9725 STARBOARD DRIVE 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 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 32 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2689
A01 GE
6/17/20
13
2722
A
6/17/20
25
2664
FL02GE
6/17/20
2
2743
A02
6/17/20
14
2737
J3
6117120
26
2512
FL03
6/17/20
3
2704
A02GE
6/17/20
15
2728
J5
6/17/20
27
2547
FL03GE
6/17/20
4
2692
B01
6/17/20
16
2608
J5C
6/17/20
28
2508
FL04
6/17/20
5
2695
B02GE
6/17/20
17
2619
J7
6/17/20
29
2661
FL05
6/17120
6
2734
C01
6/17120
18
2698
L01
6/17120
30
2676
FL06G
6/17/20
7
2710
CO2
6/17120
19
2740
L02
6/17/20
31
2486
FL07GE
6/17/20
8
2752
CO3
6/17/20
20
12616
Vol
6/17/20
32
12673
FL08
6/17/20
9
2613
C04G
6/17/20
21
2622
V02
6/17/20
33
1 STDL01
STD. DETAIL
6/17120
10
2749
D01
6/17/20
22
2544
FG01
6/17/20
34
STDL02
STD. DETAIL
6/17/20
11
2719
D02GE
6/17/20
23
2521
FL01
6/17120
35
STDL03
STD. DETAIL
6/17120
12 12731
HP
6/17/20
24
2682
FL02
6/17/20
36
STDL04 I
STD. DETAIL
6/17/20
II a uuSS UIaWn.gk.)ICICIeilc IIdve UCGII prepdICU UylV�JII IG CnyluCClCU C'IVUUGLI,IIIU. UI IUCI i I iy Ulf CUlbUIJCIVIbIUI I UdbMUI I UICPdldI 1 lt=lbPIUVIUCUUyA-I RUUI n Ubbt:b,L.N.
Truss Design Engineer's Name: Manuel Martinez
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solely forthe truss components shown.
The suitability and use of components for any particular building is the responsibility of the building
designer, perANSUTPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also refered to at times as'Structural Engineering Documents') provided by the Building
Desig ner indicating the nature and characterof the work.
The design criteria therein have been transferred to Manuel Martinez PE by [Al Roof Trusses or specific
location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents') are specialty structural component designs and may be part of the project's
deferred orphased submittals. As a Truss Design Engineer(i.e, specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsibility, forthe design of the single Truss depicted on the TDD only. The Building Designeris
responsible forand shall coordinate and review the TDDs for
compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes.
Manuel Digitally signed by
Manit�sllAftinez
Martine 71
Manuel Martinez, P.E.
4620 ParkV'lew Dr.
St. Cloud, FL 34771
SMA5 r03 18120070105204 4EACES CA
Page 1 of 2
Manuel Martinez, P.E.
r1047182
4620 ParkView Dr
St Cloud, FL 34771
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A®1 ROOF These truss designs rely on lumber values established by others.
jig, TRUSSES
A FLORIDA CORPORATION
RE: Job ARMSSMB1 L
No.
Seq #
Truss Name
Date
37
STDL05
STD. DETAIL
6/17/20
38
STDL06
STD. DETAIL
6/17/20
39
STDL07
STD. DETAIL
6/17/20
40
STDL08
STD. DETAIL
6/17/20
41
STDL09
STD. DETAIL
6/17120
42
STDL10
STD. DETAIL
6/17120
43
STDL11
STD. DETAIL
6/17/20
44
STDL12
STD. DETAIL
6/17/20
45
STDL13
STD. DETAIL
6/17/20
46
STDL14
STD. DETAIL
6/17/20
47
STDL15
STD. DETAIL
6/17/20
48 1
STDL16
STD. DETAIL
6/17/20
Manuel Martinez, P.E.
# 047182
Page 2 of 2 4620 ParkView Dr
St Cloud, FL 34771
Job
t• IARMSSMB1L
Iruss
A01GE
truss type
GABL
1ty ( ly I Ub/1112U2U
2689
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
16T1 1 91015 -)
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Fasten rated sheathing to one face of this frame.
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.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.25 25.28
BC 120 0,00 25.28
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
05X6 -3X3 Ill
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.010 AE 999 3E
VERT(CL): -0.014 AE 999 24
HORZ(LL): -0.036 C - -
HORZ(TL): 0.042 C
Creep Factor: 2.0
Max TC CSI: 0.307
Max BC CSI: 0.178
Max Web CSI: 0.246
Wgt: 249.2 Ibs
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- i Rh / Rw / U / RL
AF 201 /- /- /165 /105 /455
R* 80 /- /- /48 /30 /-
Wind reactions based on MWFRS
AF Brg Width = 7.4 Min Req = 1.5
R Brg Width = 295 Min Req = -
Bearings AF & AE are a rigid surface.
Bearings AF & AE require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16 I A - B
43
0
1-1
524
-108
B-C
149
-62
J-K
601
-122
C - D
173
- 48
K - L
541
-108
D - E
260
- 66
L - M
571
-109
E - F
320
- 75
M - N
571
-109
F-G
381
-86
N-O
571
-109
G - H
388
- 80
O - P
571
-109
H - 1
456
-97
P-Q
1
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
AF-AE
199 -599
Y-X
1
-2
AE-AD
1 -3
X-W
1
-2
AD -AC
1 -2
W - V
1
-2
AC -AB
1 -2
V - U
1
-2
AB -AA
1 -2
U-T
1
-2
AA-Z
1 -2
T-S
1
-2
Z-Y
1 -2
S-R
0
-1
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AE-AG
126 -630
AR -AS
117
-610
AG-AH
131 - 645
AS- X
226
-125
AH-AD
253 -187
AT -AU
116
- 609
AI-AJ
122 - 619
AU- W
6
-133
AJ-AC
91 -105
AV-AW
116
- 608
AK -AL
123 - 626
AW- V
62
-129
AL -AB
147 -127
AX-AY
116
- 611
AM -AN
121 - 619
AY- U
111
-124
AN -AA
138 -124
AZ -BA
115
- 606
AO -AP
119 - 615
BA- T
106
-126
AP-AQ
119 -615
BB -BC
118
-617
AQ- Z
145 -124
BC- P
60
- 325
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens.
-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 shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvriaht n 2n16 A-1 Roof To-- Ron—Mr.tion of this dom—ntin nnv form. ie nrohibited without the wdHen nemlesinn of AA Rmf Tnic
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
2689
A01 GE GABL 1 1
AF- B
365 - 204
J -AT
235 ,
'-123
C -AG
55 - 53
K -AV
8
-135
D -Al
189 -152
M -AX
66
-130
E -AK
119 -114
N -AZ
98
-122
F -AM
140 -124
O -BB
146
-136
H -AO
137 -123
BC- S
271
-107
1-AR
137 -123
Q - R
58
- 28
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convn,ht cn 201a A-1 Rnnf Trrias-- Renrndnntinn of this dmimenl, in anv fnnn. is nrnhihitnd Wthnnt tha wnHnn rwrrnissinn of A-1 Rnnf Tn.-.,
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
IJob I russ I russ I ype Qty Ply 06/17/2020
ARN4SSMB1L I A02 I COMN I g 11 I 2743
Loading Criteria(psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
i 12'11'2 1 14'6'4 1 1016,
SEAT PLATE REQ.
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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: 3.79 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 240017-2.0E :T3, T4 2x4 SP M-30:
:T5 2x4 SP #2:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
25'5'2
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 69 0.20 37.91
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -214# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Shim all supports to solid bearing.
1w _
12V12 �
12'8°-I—a�l
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.143 C 999 361
VERT(CL): 0.298 C 999 241
HORZ(LL): 0.063 C - -
HORZ(TL): 0.130 C
Creep Factor: 2.0
Max TC CSI: 0.700
Max BC CSI: 0.984
Max Web CSI: 0.846
Wgt: 201.6 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
O 902 /- /-
/526 /185 /450
N 2363 /- /-
/1588 /853 /-
K 311 /-214 /-
/248 /186 /-
Wind reactions based on
MWFRS
O Erg Width = 7.4
Min Req = 1.5
N Erg Width = 3.5
Min Req = 2.8
K Erg Width = 3.5
Min Req = 1.5
Bearings O, N, & K are
a rigid surface.
Bearing O requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 40 0
G- H 1824 -1048
B - C 1271 - 2227
H -1 1656 - 754
C - D 376 - 854
I - J 831 - 274
D - E 394 - 829
J - K 758 - 301
E-F 414 -729
K-L 35 0
F - G 1685 -1065
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
N - M 803 - 935 M - K 370 - 646
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
B - O
753 - 797
R - F
650 -188
B - P
2044 - 982
R - N
698 - 448
O - P
295 - 535
F - N
1528 - 2104
P - C
238 - 86
N - H
675 - 487
P - Q
2022 -1580
N -1
957 -1658
C - R
1087 -1270
I - M
577 - 400
Q - R
2070 -1572
M - J
466 - 362
*"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineemi
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Manuel Martinez, P.E.
responsibility of the Owner, the Owner's authorized agent or the 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 St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r:nnvdnht C12016 A.1 Roof Tn .-- Renrodnntinn of this dornment. in anv form. is nrnhihited withnui tha written nennissinn of A-1 Ronf Tnicses
JoD I runs I Fuss I ype my rty unrl //LULU
ARMSSMB1L I A02GE ( GABL 12 1 ( 2704
10'6" i10'6"14
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 40.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
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
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 21.69
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
H=
21'8"5
Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/# Gravity Non -Gravity
VERT(LL): 0.006 N 999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.012 N 999 240 B* 86 /- /- /44 /32 /8
HORZ(LL): -0.003 E - - Wind reactions based on MWFRS
HORZ(TL): 0.003 E - - B Brg Width = 260 Min Req = -
Creep Factor: 2.0 Bearing B is a rigid surface.
Max TC CSI: 0.256 Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.124 Chords Tens.Comp. Chords Tens. Comp.
Max Web CSI: 0.070 A B 39 0 G H 186 25
Wgt: 107.8 Ibs B - C
62 -165
H -1
185
-23
C-D
66 -118
I-J
130
-22
VIEW Ver: 19.01.00A.0618.16 D - E
53 -49
J - K
53
-37
E - F
109 - 32
K - L
53
- 59
F-G
188 -21
L-M
78
-142
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - W
232
- 89
R - Q
205
- 70
W - V
239
- 91
Q - P
204
- 69
V - U
243
- 94
P - O
201
- 68
U - T
246
- 95
O - N
198
- 66
T - S
250
- 96
N - M
187
- 62
S - R
251
- 97
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C-W
102 -87
Q-1
179
-130
D-V
145 -128
P-J
175
-126
E-U
134 -123
O-K
118
-102
F - T
228 -121
N - L
266
-187
G-S
51 -136
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginesri
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
Cnnvdnht C OIR A-Y Roof Trims- - R-mch.dinn of this do-mentin anv fnrrn. is nmhihtted without tha written m?nnissinn of A-1 R—f Tmcses.
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
Job
ARK4SSMB1 L
truss Truss Type Qty Ply
B01 I SPEC 12 11
06/17/2020
r.•_
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
�I
SEAT PLATE REQ.
16'11"14
16'11"14
f- 1.6.3 -1 16s'6
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 2400f-2.OE :T2 2x4 SP #2:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
:Rt Bearing Leg 2x6 SP #2:
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
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 0.20 16.53
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.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.087 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
1 810 /- /- /518 /171 /473
VERT(CL): 0.178 C 999 240
HORZ(LL): 0.033 H - -
F 688 /- /- /490 /398 /-
HORZ(TL): 0.067 H
Wind reactions based on MWFRS
Creep Factor: 2.0
1 Brg Width = 7.4 Min Req = 1.5
Max TC CSI: 0,676
F Brg Width = 1.5 Min Req = 1.5
Max BC CSI: 0.623
Bearings I & F are a rigid surface.
Max Web CSI: 0.726
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:95.9lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 40 0 C - D 5 - 317
B - C 970 -1860 D - E 41 - 289
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I - H 133 - 653 H - G 1711 -1468
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
B - 1
658 - 713
C - G
1167 -1407
B - H
1665 - 755
F - G
515 - 350
H - C
235 - 25
E - F
1950 -1594
.*WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvdnht n 2016 AA Rnnf Tnicvos— Ronmdmntinn of thi., d—mnntin anv form, is nmhihited vnthnuf thn —iffnn nP.nnissinn of A-1 Rnnf Tmcaa,.
Manuel Marfinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
JUU
ARMSSMBI L
I1uas Ilusb IyNe �ny
B02GE I GABL 14.tty 11
Vol I //LULU
2695
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Lid: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :M10 2x4 SP M-30:
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 104 0.00 16.95
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Shim all supports to solid bearing.
161 V6
Defl/CSI Criteria
♦ Maximum Reactions (ibs), or'=PLF
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): -0.021 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
N* 88 /- /- /59 /34 /28
VERT(CL): -0.028 C 999 240
HORZ(LL): -0.031 C - -
Wind reactions based on MWFRS
HORZ(TL): 0.037 C
N Brg Width = 203 Min Req = -
Creep Factor: 2.0
Max TC CSI: 0.371
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Max BC CSI: 0.975
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.186
Chords Tens.Comp. Chords Tens. Comp.
A - B 47 0 G - H 55 - 331
B - C 72 - 543 H -1 44 - 265
C - D 99 -577 I - J 33 -199
D-E 72 -451 J -K 23 -108
Wgt: 165.2 Ibs
VIEW Ver: 19.01.00A.0618.16
E-F 67 -404 K-L 9 -19
F - G 45 - 334
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
X-W
62 -3
S-R
2
0
W-V
667 -128
R-Q
2
0
V-U
668 -128
Q-P
2
0
U-T
668 -128
P-O
2
0
T-S
668 -128
O-N
2
0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - Y
626 -132
AF-AG
13
- 24
W - Y
139 - 616
AG- R
138
-124
Y-Z
35 -90
AH-AI
9
-21
Z - V
492 -183
AI- Q
140
-124
AA -AB
19 -14
AJ-AK
6
-17
AB- U
28 -106
AK- P
195
-131
AC -AD
18 -33
AL -AM
2
-11
AD- T
157 -127
AM- O
180
- 95
AE-AF
13 - 24
AN- M
2
-10
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
X-B
63 -224
1-AJ
138
-123
Y-C
33 -131
J-AL
191
-129
D -AA
289 -152
K -AN
186
- 98
E -AC
89 -114
M - L
40
- 21
F -AE
145 -124
M - N
48
- 24
H -AH
138 -123
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify 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
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility 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. All notes set out in the TDD and the practices and
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
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvdoht () 2016 A-1 Roof To.--- Renmdnrtion of this dminnantin env fnnnis nrohihited wilhnlrt the written nermission of AA Roof Tmsses
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job I russ I russ I ype Uty Fly uei1 /fzuzu
ARK4SSMB1 L C01 HIPS 1 1
2734
263# 194 194# 194f( 263#
�- 776 -�j-- 2,0,6 1'5"4 rii
s"4 2,0.6 - T TO"6 - �{
7' T "" 7'
1'5"9
Loading Criteria (psf)
Wind Criteria
TCLL 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
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 M-30 :T2 2x6 SP 2400f-2.OE
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3
Special Loads
-----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at
7.00
TC: From 31 pif at 7.00 to 31 plf at
14.00
TC: From 62 plf at 14.00 to 62 plf at
22.46
BC: From 20 plf at 0.00 to 20 plf at
7.00
BC: From 10 plf at 7.00 to 10 plf at
13.97
BC: From 20 plf at 13.97 to 20 plf at
21.00
TC: 263 lb Conc. Load at 7.03,13.97
TC: 194lb Conc. Load at 9.06,10.50,11.94
BC: 514 lb Conc. Load at 7.03,13.97
BC: 131 lb Conc. Load at 9.06,10.50,11.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 14.00
BC 78 0.04 20.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
20'11"
21'
+ 131# + 131# +
514# 131# 514#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.102 H 999 36
Vr:RT(CL): 0.203 H 999 24
HORZ(LL): 0.042 G -
HORZ(TL): 0.083 G
Creep Factor: 2.0
Max TC CSI: 0.448
Max BC CSI: 0.987
Max Web CSI: 0.324
Wgt: 94.5 Ibs
VIEW Ver: 19.01.00A.0618.16
1'5"9
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 2073 /- /-
/- 1909 /-
E 2073 /- /-
/- /909 /-
Wind reactions based on
MWFRS
B Brg Width = 3.5
Min Req = 1.7
E Brg Width = 3.5
Min Req = 1.7
Bearings B & E are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 39 - 26
D - E 1722 - 3984
B - C 1722 - 3988
E - F 39 - 26
C - D 1494 - 3494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 3497 -1494 G - E 3494 -1494
H - G 3462 -1491
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens.
H-C 841 -61 D-G 850 -61
C-G 36 -3
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
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
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Tmss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Cnnvdnht t72n16 A-1 Ronf Tnisses - Renrodnntion of this dmiment. in - form. is nmhihited mthnut the written hemission of A-1 Ronf Tmxaes.
Manuel Martinez, P.E.
# 047182
4620 PafkView or
St Cloud, FL 34771
,Ion I russ I russ I ype city my 0671021.120
ARMSSMB1L CO2 HIPS 1 1 27�0
1'5"9
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
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)
TC 24 9.00 12.00
BC 120 0.04 20.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
9'i 3' -i 9'
:5X6 1112X4 -5X6
D E F
20'11"
ffm
1.5"9
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.073 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 952 /- /- /572 /372 /161
Rep Factors Used: Yes
VERT(CL): 0.146 J 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.023 C - -
H 952 /- /- /572 /372 /-
Plate Type(s):
HORZ(TL): 0.045 C
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
B Brg Width = 3.5 Min Req = 1.5
Max TC CSI: 0.741
H Brg Width = 3.5 Min Req = 1.5
Max BC CSI: 0.682
Bearings B & H are a rigid surface.
Max Web CSI: 0.233
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 92.4 Ibs
A- B 39 0 E- F 444 - 948
VIEW Ver: 19.01.00A.0618.16
B - C 554 -1371 F - G 473 -1092
C - D 473 -1092 G - H 554 -1371
D- E 444 - 948 H- 1 39 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1157 - 356 J - H 1157 - 368
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-J 251 -310 J-G 251 -310
E-J 613 -227
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
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
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-I. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvnaht n 2016 A-1 Rnnf Tntcaec — Renrnduntinn of thie dnnarn,ntin anv form. is nrnhihited without the written nnemNMs of A-1 Rnnf Tmecas
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
® ARMSSMB1 L
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
I russ I russ I ype
CO3 COMN
1'5"9
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
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 120 0.04 20.81
Apply purlins to any chords above or below fillers
at 24" CIC unless shown otherwise above.
iNY-i
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
1ty ( 1y 106/17/2020
10'5"8
D-4X4
20'11"
20'11"8
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 G 999 36
VERT(CL): 0.081 G 999 24
HORZ(LL): 0.016 G -
HORZ(TL): 0,033 G
Creep Factor: 2.0
Max TC CSI: 0.426
Max BC CSI: 0.630
Max Web CSI: 0.250
Wgt: 93.8 Ibs
VIEW Ver: 19.01.00A.0618.16
2752
=3X4(A1) I
i_ 1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 949 /- /-
/565 /190 /164
F 864 /- /-
/485 /163 /-
Wind reactions based on
MWFRS
B Brg Width = 3.5
Min Req = 1.5
F Brg Width = 3.5
Min Req = 1.5
Bearings B & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 39 0
D- E 438 -1072
B - C 549 -1434
E - F 568 -1426
C-D 419 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 1234 - 415 G - F 1224 - 411
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - G 278 - 389 G - E 280 - 378
D-G 631 -159
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Ce-dnht 0 201a AA R-f TnissP_v- Renrnrtnntinn of this d-nmant in an, form. is nroinhited with-1 the written nennissinn of A-1 Roof Tniasas.
Manuel Martinez, P.E.
4047182
4620 ParkView Dr
St Cloud, FL 34771
JOO
ARMSSMB1 L
l russ 1 russ type
C04G ( COMN
c tty rly I UO/ 111LULU
1 1
2613
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
=3X4(F
i- ----- 5'5"8 i 5'5"13 -- if
B=4X4
10,11"
�-- 2'0"4 -�- 2, 294# 1,5"4 1-1,5n294# 2 �- 2 0 4 --{
294# 294# 294#
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x6 SP 2400f-2.OE
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 pif at 10.92
BC: From 10 plf at 0.00 to 10 plf at 10.92
BC: 294 Ib Conc. Load at 2.02, 4.02, 5.46, 6.90
8.90
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.15 10.77
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.024 D 999 361
§FERT(CL): 0.046 D 999 24,
HORZ(LL): 0.006 D - -
HORZ(TL): 0.012 D
Creep Factor: 2.0
Max TC CSI: 0.218
Max BC CSI: 0.304
Max Web CSI: 0.442
Wgt: 49.0 Ibs
VIEW Ver: 19.01.00A.0618.16
3X4(A1)
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 1129 /- /- /- /352 /-
C 1129 /- /- !- /352 /-
Wind reactions based on MWFRS
A Brg Width = 3.5 Min Req = 1.5
C Big Width = 3.5 Min Req = 1.5
Bearings A & C are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 538 -1740 B - C 538 -1740
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-D 1510 -447 D-C 1510 -447
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 1161 - 229
-WARNING** Please thoroughly review the "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 engineers
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
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1.
Convnnht r)e 20M A-1 Roof Tnicar_c- Ranmduotinn of lhhe d-i-ntin anv fnnn. it nmhihltad without tha wnftnn naemMmn of AA Roof To teas.
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
Job
ARMSSMB1 L
i russ I russ Type Qty Ply
D01 I MONO 12 ( 1
06/17/2020
2749
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REQ.
f 1'5,9 --�
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.15 7.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
7'10"8
n
C0 M
V
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.015 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 424 !- /- /393 /136 /236
Rep Factors Used: Yes
VERT(CL): 0.021 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.008 F - -
E 219 /- /- /265 /94 /-
Plate Type(s):
HORZ(TL): 0.011 F
D 93 /- /- /48 /90 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.184
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.573
E Brg Width = - Min Req = -
Max Web CSI: 0.137
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 35.0 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 C-D 42 -135
B - C 165 - 351
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 286 -406 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 462 - 324
*`WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPF1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
Cnnvrinht 0 2016 A-1 Rnnf Te,--- Ren—in Jinn of this domimentin env forte, is nmhihited without the written nemissinn of A-1 Rnnf Tnc .%.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
ARMSSMB1 L
I russ I russ I ype G2ty Pry
D01 I MONO 1 2 11
06/11/2020
2749
Loading Criteria (pst)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REQ.
f -- 1'S"9 ---
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.15 7.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
9
7'10"8
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.015 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 424 /- /- /393 /136 /236
Rep Factors Used: Yes
VERT(CL): 0.021 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.008 F - -
E 219 /- /- /265 /94 /-
Plate Type(s):
HORZ(TL): 0.011 F
D 93 /- /- /48 /90 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.184
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.573
E Brg Width = - Min Req = -
Max Web CSI: 0.137
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 35.0 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 C-D 42 -135
B - C 165 - 351
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 286 - 406 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 462 - 324
-WARNING** Please thoroughly review the "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 engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility 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. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 02MA A-1 Rnnf Tntscas— Rnnrndnnlinn of thi, dnnumenl. in anv torn. is nrnhihited without the written m micxinn of A-1 Rnnf Tmcsns
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job Truss Truss Type
ARMSSMB1L I FG01 I FLAT
Q PI
1ty 121
10611712020
2544
T
16'8"8
=3X12 =5X10 III1.5X3
A B C
P� I O N M L
I14j 4 =4X10 III1.5X3 =H0312 =5X6
SEAT PLATE REQ.
16'8"8
III1.5X3 =6X6 =5X10 =3X12
D E F G
K J I H
=5X6 1111.5X3 =5X8 11144
Loading Criteria (pso Wind Criteria
Code / Misc Criteria
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.095 D
999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: No
VERT(CL): 0.447 D
448 240 P 3333/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.017 H
- H 3333
EXP: NAKzt: NA
Plate Type(s):
HORZ(TL): 0.079 H
P Brg Width = 4.0 Min Req = 1.5
Des Ld: 55.00 Mean Height: NA ft
WAVE, HS
Creep Factor: 2.0
H Brg Width = 3.5 Min Req = 1.5
NCBCLL: 0.00 TCDL: NA sf
p
Max TC CSI: 0453
Bearings P & H are a rigid surface.
Load Duration: 1.00 BCDL: NA psf
.
Max BC CSI: 0.835
Bearing P requires a seat plate.
Spacing: 24.0 " MWFRS Parallel Dist: NA
Max Web CSI: 0.798
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: NA ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: NA
Wgt: 207.2 Ibs
I: NA GCpi: NA
A - B 0 -2601 D - E 0 -6669
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
B - C 0 -6669 E - F 0 -6669
Lumber
C- D 0 -6758 F- G 0 -2614
Top chord 2x8 SP 2400f-1.8E
Bot chord 2x4 SP 2400f-2.0E
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W1 2x6 SP #2:
Chords Tens.Comp. Chords Tens. Comp.
:W2, W5 2x4 SP #2:
P - O 58 0 L - K 6758 0
Nailnote
O- N 4734 0 K- J 4753 0
Nail Schedule:0.131 "x3", min. nails
N - M 4734 0 J - 1 4753 0
Top Chord: 1 Row @ 6.50" o.c.
M - L 4734 0 1- H 58 0
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
(1) 1 /2" bolts may be used for
A - P 0 -1631 D - K 0 - 550
(2) 0.131"x3", min. nails on
A - O 2815 0 K - F 2051 0
The Top Chord Only.
O- B 0 -2453 F- J 9 0
B-N 10 0 F-I 0 -2461
Special Loads
B- L 2068 0 I- G 2828 0
----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00)
L - C 0 - 553 G - H 0 -1631
TC: From 389 plf at 0.00 to 389 plf at 16.71
BC: From 10 pif at 0.00 to 10 plf at 16.71
Purlins
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 16.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of
structural sheathing.
Additional Notes
Truss must be installed as shown with top chord up.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and
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
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvdnht n 2Me A-1 Rnnf Tnieaes - Ranrnd"rtinn of thi.¢ dnnnment. in anv fnnn. is omhihitnd withmil thn wdHen nennission of A-1 Ronf Tmeces.
Manuel Martinez, P.E.
# 047162
4620 ParkView Dr
St Cloud, FL 34771
Jon I russ I russ I ype uty wy Will nzozW
ARMSSMB1 L I FL01 I SY42 12 11 I , 2521
�- 2'6" --{
(TYP)
'---_ 5'3" 7'3"
III 1.5X3
3"1
L
1.5X3(R)
3"1
K'
3X4
127'8
=3X6 III 1.5X3 III 1.5X3 =3X6
B C D E
III 1.5X3
F
. "G1.5X3(R)
■■ N
■: iM M
\
:�:IM
I
/
�t ■
1■I
3X4
Sce
SEAT PLATE REQ.
12'7"8
Loading Criteria (psf) Wind Criteria Code / Misc Criteria
Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: NA mph TPI Std: 2014
VERT(LL): 0.118 C 999 360 Loc R+ / R- / Rh
/ Rw / U ! RL
BCLL: 0.00 Enclosure: NA Rep Factors Used: Yes
VERT(CL): 0.195 C 744 240 K 681
BCDL: 5.00 Category: NA FT/RT:10(0)/10(10)
HORZ(LL): 0.022 B - - H 681 /- /-
/- /- /-
EXP: NAKzt: NA Plate Type(s):
Des Ld: 55.00
HORZ(TL): 0.036 B - - K Brg Width = 7.5
Min Req = 1.5
Mean Height: NA ft WAVE
Creep Factor: 2.0 H Brg Width = 3.5
Min Req = 1.5
NCBCLL: 0.00 TCDL: NA psf
Max TC CSI: 0.571 Bearings K & H are a rigid
surface.
Load Duration: 1.00 BCDL: NA sf
p
"
Max BC CSI: 0.658 Bearing K requires a seat
plate.
Spacing: 24.0 MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Max Web CSI: 0.346 Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: NA
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 70.0 Ibs
I: NA GCpi: NA
A- B 1 0
D- E 0 -1651
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16 B - C 0 -1651
E - F 1 0
Lumber
C - D 0 -1663
Top chord 4x2 SP #2
Bot chord 4x2 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 4x2 SP #3
Chords Tens.Comp.
Chords Tens. Comp.
Puriins
K- J 1125 0
1- H 1125 0
In lieu of structural panels or rigid ceiling use purlins
J -1 1663 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
BC 120 0.25 12.38
Webs Tens.Comp.
Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
L - M 0 -4
D - I 0 - 217
A-K 0 -108
1 - E 656 0
Additional Notes
K- B 0 -1250
E- H 0 -1250
+ 2x6 continuous strongback.
B - J 656 0
F - H 0 -108
Truss must be installed as shown with top chord up.
J - C 0 -217
G - N 0 -4
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty 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 on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Manuel Martinez, P.E.
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
# 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 Or
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
St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in
writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
Cnnvnnht 0201a A-1 Rnnf Tniccr_s- Ranrndnntion of this drx —nt. in anv fnnnis nrnhihif,d wilhrnd the wdffen nsmi sin,
of AA Ronf Tnissss.
Job Truss Truss Type Qty Ply 06/17/2020
ARMSSMB1L FL02 I SY42 15 I
1 I 2682
--2'6n---�
(TYP)
r 5'3" - -j— 7'9"8 12'5" 1411"8
- -{— 17'9" 207"8 --�
1.5X3(R) =3X6
=3X6 W=3X6
=3X8 =3X4 1112X4
3"1
S A B
C D E F G
H I J
1.5X3(R) T
3"1
Q P O M N
M L K
3X4
=3X4 =3X4 W=3X6 =3X8
1114X4 =3X6
2 Y'
2'5"
SEAT PLATE REQ.
12'5"12 8' 1 "12
i-
20'7"8
Loading Criteria (psi) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.169 C
867 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: Yes
VERT(CL): 0.266 C
551 240 R 692 /- /-/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.033 B
- - N 1144
EXP: NA Kzt: NA
Plate Type(s):
HORZ TL 0.053 B
( )'
K 472
Des Ld: 55.00 Mean Height: NA ft
WAVE
Creep Factor: 2.0
R Brg Width = 7.5 Min Req = 1.5
NCBCLL: 0.00 TCDL: NA psf
Max TC CSI: 0.978
N Brg Width = 3.5 Min Req = 1.5
Load Duration: 1,00 BCDL: NA psf
K Brg Width = - Min Req = -
Spacing: 24.0 " MWFRS Parallel Dist: NA
Max BC CSI: 0.733
Bearings R & N are a rigid surface.
C&C Dist a: NA ft
Max Web CSI: 0.353
Bearing R requires a seat plate.
Loc. from endwall: NA
Wgt: 114.8 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
I: NA GCpi: NA
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
Lumber
A- B 1 0 F- G 218 -120
Top chord 42 SP #2
B - C 0 -1683 G - H 218 -120
Bot chord 4x2 SP #2
C - D 0 -1695 H - 1 0 - 701
Webs 4x2 SP #3
D- E 0 -1681 I- J 3 0
E -F 218 -120
Plating Notes
All plates are 1.5X3 except as noted.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
R-Q 1145 0 N-M 700 0
In lieu of structural panels or rigid ceiling use purlins
Q - P 1695 0 M - L 701 0
to laterally brace chords as follows:
P - O 1191 0 L - K 699 0
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.38
O - N 1191 0
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Additional Notes
+ 2x6 continuous strongback.
S - T 0 -4 G - N 0 - 291
Truss must be installed as shown with top chord up.
A-R 0 -108 N-H 0 -810
R - B 0 -1273 H - M 69 -7
B- Q 628 0 L- I 56 - 27
Q- C 0- 226 I- K 0 - 779
D-P 0 -302 K-J 0 -15
P-E 720 0 J-K 0 -127
E-N 0 -1239
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Manuel Martinez, P.E.
responsibility of the Owner, the Owner's authorized agent or the 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 St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
C,nvnnht n 2016 A-1 Rnnf TmeeAR— Renrndnntinn of INN dnr re-1. io anv fnnn. iN nrnhihited vrith-1 the wnttnn nemil-ion of A-1 Ronf TmaceN.
pop I russ I russ I ype ury I rly Ub/1 //ZUZU
ARMSSMB1L I FL02GE I SY42 1 1
2664
H
�— 1'4"
(TYP)
1'3"4 1774 18'3A
r 27"4
III2X4 =3X3 =3X3 1112X4
A B C D E F G H I J K L M N O
HV Hl..
1112X4(R) =3X3
HH L T A vv v
SEAT PLATE REQ.
18'3"8
Loading Criteria (pstl
Wind Criteria
Code / Misc Criteria
TCLL: 40.00
Wind Std: NA
Code: FBC 2017 RES
TCDL: 10.00
Speed: NA mph
TPI Std: 2014
BCLL: 0.00
Enclosure: NA
Rep Factors Used: Yes
BCDL: 5.00
Category: NA
FT/RT:10(0)/l0(10)
EXP: NA Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: NA fit
WAVE
NCBCLL: 0.00
TCDL: NA psf
Load Duration: 1.00
BCDL: NA psf
Spacing: 24.0 "
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwail: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP #2
Bot chord 42 SP #2
Webs 4x2 SP #3
Bracing
Sheathing is required for any longitudinal(drag) forces. All connections to be
designed by the building designer.
Plating Notes
All plates are 1.5X3 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)
BC 120 0.25 18.04
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
.END + continuous strongback.
Truss must be installed as shown with top chord up.
U I a
R Q 1112X4(R)
=3X3
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/#
Gravity
Non
-Gravity
VERT(LL): 0.000 D
999 360
Loc R+ / R- ! Rh
/ Rw
/ U / RL
VERT(CL): 0.000 D
999 240
p* 110 /- /-
A
/- A
HORZ(LL): 0.000 O
- -
P Brg Width = 219
Min Req = -
HORZ(TL): 0.000 O
Bearing AD is a rigid surface.
Creep Factor: 2.0
Bearing AD requires a seat plate.
Max TC CSI: 0.085
Maximum Top Chord Forces Per
Ply (Ibs)
Max BC CSI: 0.009
Chords Tens.Comp.
Chords
Tens. Comp.
Max Web CSI: 0.032
A- B 3 0
H- 1
2 0
Wgt: 109.2 Ibs
B- C 10 0
1-1
2 0
C-D 2 0
J-K
2 0
VIEW Ver: 19.01.00A.0618.16
D- E 2 0
K- L
2 0
E-F 2 0
L-M
2 0
F-G 2 0
M-N
8 0
G-H 2 O
N-O
3 0
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
AD -AC 0 -3
W- V
0 -2
AC -AB 4 0
V- U
0 -2
AB -AA 0 -2
U-T
0 -2
AA-Z 0 -2
T-S
0 -2
Z-Y 0 -2
S-R
0 -2
Y-X 0 -2
R-Q
4 0
X-W 0 -2
Q-P
0 -3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
A -AD 0 -70
P-O
0 -15
AC-C 0 -19
O-P
0 -34
M-Q 0 -18
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp.
Gables
Tens. Comp.
B-AC 0 -129
I-V
0 -133
C-AB 0 -121
J-U
0 -134
D-AA 0 -138
K-T
0 -132
E-Z 0 -132
L-S
0 -137
F-Y 0 -134
R-M
0 -126
G-X 0 -133
Q-N
0 -109
H-W 0 -133
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the 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
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 Manuel Martinez, P.E.
responsibility 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. All notes set out in the TDD and the practices and 4620 ParkView Or
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvrinht a)2n16 A-1 in anv formRnnf TniceeA.
IJob Truss Truss Type Qty Ply 0111712020
ARMSSMB1 L I FL03 I SY42 2 11 I 2512
2,6" --�
(TYP)
911.18 11,8"
=3X4
1.5X3(R) =4X8 =3X4 W=3X6
3"1 S A B C D E F G H
1.5X3(R) T
3t' 1 Q P O N
=3X6 =3X12 W=H0312 =3X4
=3X4
2r5"
SEAT PLATE REQ.
AL 20'7"8
Loading Criteria (pst) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5.00 Category: NA
EXP: NA Kzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL: NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 :T2 4x2 SP #2:
Bot chord 4x2 SP M-30
Webs 4x2 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Puriins
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 0.25 20.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Deflection
Max JT VERT DEFL: LL: 0.50" DL: 0.25".
Additional Notes
.END + continuous strongback.
Truss must be installed as shown with top chord up.
- 20'7"8 if
=4X8 1112X4
I J K
M L
=3X12 =3X8
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.501 E 482 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.631 E 382 240
R 1120/-
FT/RT:10(0)/10(10)
HORZ(LL): 0.063 L - -
L 1135/-
Plate Type(s):
HORZ(TL): 0.087 L
R Erg Width = 7.5 Min Req = 1.5
WAVE, HS
Creep Factor: 2.0
L Erg Width = - Min Req = -
Max TIC CSI: 0.934
Bearing R is a rigid surface.
Max BC CSI: 0,839
Bearing R requires a seat plate.
Max Web CSI: 0.781
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 110.6 Ibs
A -B 1 0 F-G 0 -4538
VIEW Ver: 19.01.00A.0618.16
B- C 0 -3514 G- H 0 -4538
C-D 0 -3514 H-1 0 -3510
D- E 0 -4540 I- J 0- 3510
E-F 0 -4549 J-K 3 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
R- Q 2030 0 O- N 4549 0
Q- P 4338 0 N- M 4346 0
P- O 4338 0 M- L 2028 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
S-T 0 -4 F-N 51 -437
A-R 0 -110 N-H 691 -121
R- B 0- 2255 H- M 0 - 925
B-Q 1641 0 1 - M 0 -258
C- Q 0- 258 M- J 1638 0
Q-D 0 -911 J -L 0 -2255
D-O 663 -124 L-K 0 -15
O-E 37 -366 K-L 0 -114
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Manuel Martinez, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field f1047182
use of the Truss, including handling, storage, 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 St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
r:nnvrinht 02n16 A-1 Roof Tmcsas— R—rnrinntinn of IhN do-mentin anv fnrnis nmhihitnd without tha wnften nannic inn of AA Roof Tnresec.
ARMSSMB1L I FL03GE
rtuaa iyp.
SY42
5y 11y ( vuf i „zu"
2547
!-- 1'4"
(T'P)
E-- 1'3"4 " i - 2T'4
1111"4 127A
1112X4 =3X3 =3X3 1112X4
A B C D E F G H I J K
Loading Criteria (psf)
Wind Criteria
TCLL: 40.00
Wind Sid: NA
TCDL: 10.00
Speed: NA mph
BCLL: 0.00
Enclosure: NA
BCDL: 5.00
Category: NA
EXP: NAKzt: NA
Des Ld: 55.00
Mean Height: NA ft
NCBCLL: 0.00
TCDL: NA psf
Load Duration: 1.00
BCDL: NA psf
Spacing: 24.0 "
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP #2
Bot chord 4x2 SP #2
Webs 4x2 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 12.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
.END + continuous strongback.
Truss must be installed as shown with top chord up.
L
;R)
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or `=PLF
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.006 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
V* 216/-
Rep Factors Used: No
VERT(CL): 0.008 J 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 K - -
L 212/-
Plate Type(s):
HORZ(TL): 0.000 K
V Brg Width = 144 Min Req = -
WAVE
Creep Factor: 2.0
L Brg Width = 7.5 Min Req = 1.5
Max TC CSI: 0.337
Bearings V & M are a rigid surface.
Max BC CSI: 0.196
Bearings V & M require a seat plate.
Max Web CSI: 0.077
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 81.2 Ibs
A-B 6 O F-G 8 0
VIEW Ver: 19.01.00A.0618.16
B- C 20 0 G- H 8 0
C-D 8 0 H - 1 23 0
D-E 8 0 1-1 6 0
E-F 8 0 J -K 6 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
V-U
0
-6
Q-P
0
-8
U-T
5
0
P-O
0
-8
T-S
0
-8
O-N
4
0
S -R
0
-8
N-M
0
-6
R-Q
0
-8
M-L
0
-6
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-V 0 -147 L-K 0 -29
U-C 0 -36 K-L 0 -93
H-N 0 -39
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
B- U
0 -279
G- P
0
-302
C- T
0- 265
O- H
0
- 246
D- S
0- 299
N- I
0
- 335
E-R
0 -287
J -M
0
-119
F - Q
0 - 286
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
(:nnvdnht n 2016 A-1 Rod Tni.,.-- Renmd-Am of this dnenme±nf. in anv form, N nrnhihited without fhe wdnen nenni-inn of A-1 Rnnf T.,-..,
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
luoU r Cuss I lubb I ype l.y rly uor 1 rr/uzu
ARMSSMB1L I FL04 I SY42 1kt7 ( 1 2508
2,6„
(TYP)
91 "8
=3X4
1.5X3(R) =4X8 =3X4 W=3X6
3"1 A B C D E FG H
T
1.5X3(R)
3"1
R Q P O
=4X6 =3X12 W=H0312 =3X4 =3X4
SEAT PLATE REQ.
20'11"
Loading Criteria (psf) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5.00 Category: NA
EXP: NA Kzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL: NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 :T2 4x2 SP #2:
Bot chord 42 SP M-30
Webs 4x2 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Deflection
Max JT VERT DEFL: LL: 0.51" DL: 0.26".
Additional Notes
.END + continuous strongback.
Truss must be installed as shown with top chord up.
20'11"
m4X8 =1.5X3(R)
I J K
L 3"1
1.5X3(R)
N .M 3"1
=3X12 =4X6
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl
L!# Gravity
Non -Gravity
TPI Std: 2014
VERT(LL): 0.515 F 475
360 Loc R+ / R- / Rh
/ Rw
/ U / RL
Rep Factors Used: Yes
VERT(CL): 0.649 F 377
240 S 1137 /- /-!-
FT/RT:10(0)/10(10)
HORZ(LL): 0.066 M -
- M 1137/-
Plate Type(s):
HORZ(TL): 0.090 M
S Brg Width = 7.5
Min Req = 1.5
WAVE, HS
Creep Factor: 2.0
M Brg Width = 3.5
Min Req = 1.5
Max TC CSI: 0.931
Bearings S & M are a rigid
surface.
Max BC CSI: 0.846
Bearing S requires a seat
plate.
Max Web CSI: 0.799
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp,
Wgt: 109.2 Ibs
A-B 1 0
F-G
0 -4675
VIEW Ver: 19.01.00A.0618.16
B- C 0 -3581
G- H
0 -4675
C- D 0- 3581
H -1
0- 3580
D- E 0 -4675
I- J
0 -3580
E-F 0 -4685
J -K
1 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
S- R 2063 0
P- O
4685 0
R- Q 4441 0
O- N
4444 0
Q- P 4441 0
N- M
2064 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
T-U 0 -4
F-O
26 -383
A-S 0 -110
O-H
699 -106
S- B 0- 2292
H- N
0 - 956
B-R 1678 0
1 - N
0 -257
C- R 0- 259
N- J
1676 0
R- D 0- 951
J- M
0- 2293
D-P 705 -106
K-M
0 -110
P-E 25 -388
L-V
0 -4
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
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
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
Cnnvrinht �e 2n1n A-1 Rnnf Tnita"_c — Rnnrndnnlinn of this rlorahoent, in anv fnnn. is nrnhihitatl withmit the written ne, mission of A.1 Rnof Tnisses
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
Job Truss
ARMSSMBI L 1 FL05
Truss Type I Qty I Ply 10611712020 2661
SY42 5 1
�— 2,6"
(TYP)
1.5X3(R) =4X8
A B
3"1 T
1.5X3(R)
3"1
SEAT PLATE RED.
Loading Criteria (psf) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5.00 Category: NA
EXP: NA Kzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL: NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 :T2 4x2 SP #2:
Bot chord 4x2 SP M-30
Webs 4x2 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Deflection
Max JT VERT DEFL: LL: 0.51" DL: 0.26".
Additional Notes
.END + continuous strongback.
Truss must be installed as shown with top chord up.
9'1 "8 1 11'8" 1 20'11"
=3X4
=3X4 W=3X6 =4X8=1.5X3(R)
C D E FG H I J K
L 3„1
=1.5X3(R)
R Q P O N M 3"1
=3X12 W=H0312 =3X4 =3X4 aa3X12 =4X6
SEAT PLATE REQ.
20'11"
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.515 F 475 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.649 F 377 240
S 1137!-
FT/RT:10(0)/10(10)
HORZ(LL): 0.066 M - -
M 1137 /- /- /- A !-
Plate Type(s):
HORZ(TL): 0.090 M
S Brg Width = 7.5 Min Req = 1.5
WAVE, HS
Creep Factor: 2.0
M Brg Width = 7.5 Min Req = 1.5
Max TC CSI: 0.931
Bearings S & M are a rigid surface.
Max BC CSI: 0.845
Bearings S & M require a seat plate.
Max Web CSI: 0.799
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 109.2 lbs
A-B 1 0 F-G 0 -4675
VIEW Ver: 19.01.00A.0618.16
B- C 0 -3581 G- H 0 -4675
C- D 0- 3581 H- I 0- 3580
D- E 0 -4675 I- J 0 -3580
E-F 0 -4685 J-K 1 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S- R 2063 0 P- 0 4685 0
R- Q 4441 0 O- N 4444 0
Q- P 4441 0 N- M 2064 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp, Webs Tens. Comp.
T-U 0 -4 F-O 26 -383
A-S 0 -110 0-H 699 -106
S- B 0- 2292 H- N 0 - 956
B- R 1678 0 I- N 0 - 257
C- R 0- 259 N- J 1676 0
R- D 0- 951 J- M 0- 2293
D-P 705 -106 K-M 0 -110
P- E 25 -388 L- V 0 -4
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Manuel Martinez, P.E.
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 # 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 St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvrinht (.) 201fi A-1 Rmf Tnrcsr_s— RrnmrinrJinn of this Anrarment. in anv form. i� nrnhihiteA vrithnnl the written nnmriscinn of A-1 Rnnf Tni. anx.
Job
ARMSSMB1 L
Truss Truss Type
FL06G ISY42
1ty (y (06/17/2020
1
2676
MIC
-490#-490# -490# -490# -490# -490# -490#
�^- 5'1"12 T 1' 4 - 17"8 4- 2' --�- 2' �^- 2' - -- 2' --F 61"12
2'6"
(TYP)
=5X14
8
9'0"12
m5X8
D E
=5X10
W=H0312
F G u
20'11"
=5X12
i 9'0"12 10 7 4 20'8" 2q''41"
1'3"8 I
SEAT PLATE REQ, SEAT PLATE REQ.
tC- 20'11" 1
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
TCLL: 40.00
Wind Std: NA
Code: FBC 2017 RES
TCDL: 10.00
Speed: NA mph
TPI Std: 2014
BCLL: 0.00
Enclosure: NA
Rep Factors Used: No
BCDL: 5.00
Category: NA
FT/RT:10(0)/10(10)
EXP: NA Kzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: NA ft
WAVE, HS
NCBCLL: 0.00
TCDL: NA psf
Load Duration: 1.00
BCDL: NA psf
Spacing: 24.0 "
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP 2400f-2.0E :T2 4x2 SP M-30:
:T4 4x2 SP #2:
Bot chord 4x2 SP 2400f-2.OE :134 4x2 SP #2:
Webs 4x2 SP M-30 :W1, W2 4x2 SP #3:
Special Loads
---(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00)
TC: From 100 pif at 0.00 to 100 plf at 5.02
TC: From 50 pif at 5.02 to 50 pif at 15.65
TC: From 100 plf at 15.65 to 100 plf at 20.67
BC: From 10 plf at 0.00 to 10 pif at 5.02
BC: From 5 plf at 5.02 to 5 pif at 15.65
BC: From 10 plf at 15.65 to 10 plf at 20.67
TC: -490 lb Conc. Load at 5.02, 6.02, 7.65, 9.65
11.65,13.65,15.65
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)
BC 65 0.25 20.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
+ 2x6 continuous strongback.
Negative reaction(s) of -945# MAX. from a non -wind load Case requires uplift
connection. See Maximum Reactions.
Truss must be installed as shown with top chord up.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): -0.626 F 391 360
Loc R+ / R- / Rh / Rw
/ U / RL
VERT(CL): -0.688 F 999 240
T - /-945 /- /-
!- !-
HORZ(LL): -0.060 B - -
W - /-798 /- /-
A /-
HORZ(TL): 0.066 B
T Brg Width = 7.5
Creep Factor: 2.0
W Brg Width = 7.5
Max TC CSI: 0.950
Bearings T & N are a rigid surface.
Max BC CSI: 0.982
Bearings T & N require a seat plate.
Max Web CSI: 0,488
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
Wgt: 161.0 Ibs
A-B 18 0 G-H
7301 0
VIEW Ver: 19.01.00A.0618.16
B- C 5739 0 H- I
4980 0
C- D 5739 0 1-1
4980 0
D- E 7313 0 J- K
4980 0
E- F 7322 0 K- L
20 0
F - G 7301 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
T- S 0 -2431 Q- P 0 -7322
S- R 0- 7230 P- O 0- 6800
R- Q 0- 7230 O- N 0- 2220
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
U-V
0 -11
F-P
377
0
A-T
0 -97
P-H
0
-555
T- B
2654 0
H- O
1975
0
B- S
0- 3592
1-0
393
0
C- S
668 0
O- K
0-
2997
S-D
1618 0
K-N
2375
0
D-Q
0 -116
L-N
0
-124
Q-E
160 0
M-W
11
0
.*WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Manuel Marfinez, P.E.
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 4047182
use of the Truss, including handling, storage, 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 St Cloud, FL 34771
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvd.ht n 201a A-1 Roof T....-- RonrodnNinn of thin doonmentin anv fnnn, is nmhihited tvifhont tha vmtfen nAroll-ion of A-1 Ronf Tniaan.¢.
Job Iuss
ARMSSMB1 L FL07GE
I russ I ype
SY42
�-- 1'4" —�
(TYP)
01y Ply 11611712020
1 I1
'-- 1'3"4 --1 3'11"4 — -1 5' ---
A B C D E
3"1=1.5X3j—
7t
1.5X3(R)
3"1 '
5' - -A
1.5X3(R) 3"1
1.5X3(R)
I
3"1
REQ.
2486
Loading Criteria (psi) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 40.00 Wind Sid: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.000 C
999 360 Loc R+ / R- / Rh / Rw / U ! RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: No
VERT(CL): 0.001 C
999 '240 K' 223/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 E
- - G 79
EXP: NA Kzt: NA
Des 00
Plate Type(s):
HORZ(TL): 0.000 E
- - K Big Width = 52.5 Min Req = -
Mean Height: NA ft
WAVE
Creep Factor: 2.0
G Brg Width = 7.5 Min Req = 1.5
NCBCLL: 0.0.00 TCDL: NA psi
Max TC CSI: 0.225
Bearings K & G are a rigid surface.
Load Duration: 1.00 BCDL: NA psf
"
Max BC CSI: 0.010
Bearings K & G require a seat plate.
Spacing: 24.0 MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Max Web CSI: 0.058
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: NA
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 30.8 Ibs
I: NA GCpi: NA
A- B 0 0 C- D 0 0
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16 B- C 0 0 D- E 0 0
Lumber
Top chord 4x2 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 4x2 SP #2
Chords Tens.Comp. Chords Tens. Comp.
Webs 4x2 SP #3
K-J 0 0 I -H 0 '0
Bracing
J- 1 0 0 H- G 0 0
Sheathing is required for any longitudinal(drag) forces.
All connections to be
designed by the building designer.
Maximum Web Forces Per Ply (Ibs)
Fasten rated sheathing to one face of this frame.
Webs Tens.Comp. Webs Tens. Comp.
L-M 0 -10 E-G 0 -67
Plating Notes
A- K 0 -106 F- N 0 -8
All plates are 1.5X3 except as noted.
Purlins
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
B - J 0 -288 D - H 0 -252
Chord Spacing(in oc) Start(ft) End(ft)
C -1 0 -298
BC 54 0.25 4.75
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
Truss must be installed as shown with top chord up
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C—H.ht nc 2016 A-1 Roof Tmssav — Renmdnntinn of thi<dnaimnnl. in env form. is nmhihHed withnnt the written nermicsinn of A-i Ronf Tncc
Manuel Martinez, P.E.
# 047162
4620 ParkView Dr
St Cloud, FL 34771
Job Truss
ARMSSMB1L FL08
Truss Type Qty Ply
SY42 7 1
06/17/2020
2673
564#g
�- 10.12 -1— 2'0"8 - -{
IIIA2X4 =4gX4 1112CX4
3"1
=1.5X3(R)
"v
1.5X3(R)
qF
3"1
D
1111.5X3
1113X3(R) E =3X6
T,� EAT PLATE REQ.
88�---�—
f ---_ 2'0"8
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.006 A 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: No
VERT(CL): 0.036 A 273 240
E 1275/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): -0.004 A - -
D - /-576/-
EXP: NA K& NA
Plate Type(s):
HORZ(TL): 0.024 A
E Brg Width = 8.0 Min Req = 1.5
Des Ld: 55.00 Mean Height: NA ft
WAVE
Creep Factor: 2.0
D Br Width = - Min Re
9 q
NCBCLL: 0.00 TCDL: NA sf
p
Max TC CSI: 0.167
Bearing E is a rigid surface.
Load Duration: 1.00 BCDL: NA psf
Bearing E requires a seat plate.
Spacing: 24.0 " MWFRS Parallel Dist: NA
Max BC CSI: 0.219
C&C Dist a: NA ft
Max Web CSI: 0.295
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: NA
Wgt: 23.8 Ibs
I: NA GCpi: NA
A- B 0 0 B- C 3 0
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
Lumber
Maximum Bot Chord Forces Per Ply (Ibs)
Top chord 4x2 SP 2400f-2.OE
Chords Tens.Comp. Chords Tens. Comp.
Bot chord 4x2 SP 2400f-2.0E
F - E 0 -316 E - D 0 -316
Webs 4x2 SP #3
Special Loads
Maximum Web Forces Per Ply (Ibs)
-----(Lumber Dur.Fac.=0.90 / Plate Dur.Fac.=0.90)
Webs Tens.Comp. Webs Tens. Comp.
TC: From 80 pif at 0.00 to 80 plf at 1.92
G - H 0 -47 B - D 556 0
BC: From 10 plf at 0.00 to 10 plf at 1.92
A - F 0 -494 D - C 0 -15
TC: 564 Ib Conc. Load at 0.00
F - B 557 0 C - D 41 -1
Purlins
B - E 0 -1090
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 20 0.12 1.79
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Additional Notes
Negative reaction(s) of -576# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Truss must be installed as shown with top chord up.
`"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
r:nnvdnht (t) 2016 A-1 Roof Tni. c — Ronrodnntian of this d—ronntin anv Mon. N nrohihitod without tho wriftnn nanni-ino of AA Roof Tnisces.
Manuel Martinez, P.E.
4047182
4620 ParkView or
St Cloud, FL 34771
Job
ARMSSMB1 L
I russ I russ I ype city wy
HR HIP_ 2 1 1
Ub/1 //21.12U
2731
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
T
4, 3
-8# 2724
�- 1'5"8 --�--- 2715 14- 1 2715 - t- 2'8"11 --{
�- 1'11"13 -1 9110"1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
GCpi: 0.18
Wind Duration: 1.60
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 pif at -1.98 to
61 plf at -0.10
TC: From 2 pif at -0.10 to
2 plf at 9.84
BC: From 2 pif at 0.00 to
2 plf at 9.84
TC:
-8 lb Conc. Load at 1.46
TC:
141 lb Conc. Load at 4.29
TC:
272 lb Conc. Load at 7.12
BC:
20 lb Conc. Load at 1.46
BC:
105 lb Conc. Load at 4.29
BC:
187 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
IC
4 d
105#
20# 187#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.026 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 363 /- /- /- /228 /-
Rep Factors Used: Varies by Ld C
MERT(CL): 0.062 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 F -
E 382 /- /- /- /129 /-
Plate Type(s):
HORZ(TL): 0.026 F
D 69 /- /- /- /59 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0,595
B Brg Width = 4.9 Min Req = 1.5
Max BC CSI: 0.743
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.296
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 39.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A-B 19 -13 C-D 51 -71
B - C 389 - 555
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 545 - 348 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 377 - 592
`*WARNING" Please thoroughly review the "A•1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginean
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
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
Building Designer or Truss System Engineer of any building, All capitalized terms are as defined in TPI-1.
Cnnvnoht 0 201 A A-1 Ronf Tmsse-s - Ren d-lion of fhi., d-i-f, in anv fnnn. is nrnWHIM without thn written nn.`micsinn of A-1 Roof Tot .e .
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Jon t russ I russ I ype Lary rry ub/I //zuZu
ARMSSIM L J1 JACK 1 1 2722
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
12 C
6 � �
2X4(A1OB
� ®LO
41-3
Lo
A9 1
C
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 12 0.04 1.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1
15119 �F 1'
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.346
Max BC CSI: 0.041
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 198 /- /- /177 /99 /56
D 10 /-7 /- /19 /14 /-
C - /-21 /- /34 /35 /-
Wind reactions based on MWFRS
B Brg Width = 3.5 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 B-C 44 -24
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 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 (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
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
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Cnnvnnht n 201a A-1 Rnnf Tnicsr-a — Renmri-Am of this d—imnntin —form. is nrnhihited withnnt thn wniten n nniscinn of A-1 Rnnf Tni—
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
JOD
ARMSSMB1 L
Iruss
J3
I russ I ype ury my
JACK 1 10 1 1
Ub/l //LULU
2737
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0"
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
C
�- 1'5"9 -� 3' �{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 36 0.04 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.389
Max BC CSI: 0.082
Max Web CSI: 0.000
Wgt: 11.2 Ibs
VIEW Ver: 19.01.00A.0618.16
0
r
LO
r
L0
CV
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 234 /- /- 1181 /87 /109
D 53 /- /- /29 /- /-
C 70 /- /- /39 /58 /-
Wind reactions based on MWFRS
B Brg Width = 3.5 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 B-C 32 -89
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 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 DmWng (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 engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1,
ronvnnht n 2016 A-1 Roof To— — Rennxludinn of this doon—ntin anv form, k nnobihitnd without rho written narmission of A-t Roof Tnicse".
Manuel Martinez, P.E.
f1047182
4620 ParkView Dr
St Cloud, FL 34771
IJob
ARK4SSMBIL
Truss Truss Type J5 JACK I4Qty I 1Ply
06/17/2020
2728
Loading Criteria(psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
111
C
�---- 1'5" 9 5' ml
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
GCpi: 0.18
Wind Duration: 1.60
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 60 0.04 5.00
Apply purlins to any chords above or below fillers
at 24" CIC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Defi/CSI Criteria
PP Deflection in loc L/defi L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0,006 D
HORZ(TL): 0.011 D
Creep Factor: 2.0
Max TC CSI: 0.344
Max BC CSI: 0,263
Max Web CSI: 0.000
Wgt: 18.2 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 308 /- /- /224 /99 /161
D 92 !- /- 150 /- /-
C 133 /- /- /79 /108 /-
Wind reactions based on MWFRS
B Brg Width = 3.5 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 B-C 59 -108
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 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 (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the Too, only Alpine
connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD represents an acceptance of the professional engineer
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
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
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Onnvdnht (a 2016 A-1 Rmf Tni4 -- RenrnAnrtinn of thin dncnmontin anv formis nmhihited Mth-t tha wdHen nonnixcinn of A-1 Rnnf Tn.—
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
Job
ARMSSMB1 L
I russ
J5C
I russ I ype city coy
JACK 1 1 1 1
06/1 1/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NC13CLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
2X4(A1
T
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
GCpi: 0.18
Wind Duration: 1.60
Puriins
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 60 0.04 5.00
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
"]I
�- ---- 51 _I
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.007 C
HORZ(TL): 0.014 C
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.276
Max Web CSI: 0,000
Wgt: 15.4 Ibs,
VIEW Ver: 19.01.00A.0618.16
M
0
N
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 208 /- /-
/129 /41 /129
C 94 /- /-
/56 /- A
B 139 /- /-
/86 /113 /-
Wind reactions based on MWFRS
A Brg Width = 3.5
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
B Brg Width = 1.5
Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 62 -110
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-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 (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
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
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-I. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvn.ht 0) 2fNa AA Rnnf Tm.,,,-- Renrndnr]inn of this dnntmenfin anv fnnn. in nrnhihitnd withrn t the vmtten nermicvinn of A4 Rmf Tnicvee
Manuel Martinez, P.E.
# 047182
4620 PafkVlew Dr
St Cloud, FL 34771
Job Truss Truss Type Qty Ply 06/17/2020
, I ARMSSMB1 L R I EJAC ( 1 I
1 2619
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 42
T
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: it
EXP: B 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
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 75 0.13 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
C
7r
0
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh J Rw / U / RL
A 294 /- /- /182 /60 /181
HORZ(LL): 0.017 C
C 131 /- /- /78 /- /-
HORZ(TL): 0.035 C
B 194 /- /- /120 /158 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.769
A Brg Width = - Min Req = -
Max BC CSI: 0.535
C Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
B Brg Width = 1.5 Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:21.0lbs
Chords Tens.Comp.
VIEW Ver: 19.01.00A.0618.16 I A - B 87 -140
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-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 (TDD) and the Specialty 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 on any TDD represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
(:n—iriht t72016 A-1 Roof T.-- Renrodnotinn of this dnonment in env form. N nrohihited with-t the written nermi-inn of A-1 Roof To—,
Manuel Martinez, P.E.
N 047182
4620 ParkView Dr
St Cloud, FL 34771
JOD
ARMSSMB1 L
1 russ I russ I ype t.ity r1
L01 I GABL ( 1 11y
uo/ I //LULU
Mi
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
E -- 8'3"6 -{- 8'3"6 --1
T
T
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
Bracing
Fasten rated sheathing to one face of this frame.
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 120 0.00 16.56
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
F G=3X4
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.004 G
999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): -0,006 B
999 240
X* 83 /- /- /43 /30 /10
HORZ(LL): -0.038 B
- -
N 221 /- /- 1121 /133 A
HORZ(TL): 0.056 B
Wind reactions based on MWFRS
Creep Factor: 2.0
X Erg Width = 191 Min Req = -
Max TC CSI: 0.313
N Brg Width = 7.4 Min Req = 1.5
Max BC CSI: 0.156
Bearings X & O are a rigid surface.
Max Web CSI: 0.193
Bearings X & O require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:91.0lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16 I A - B
43
0
G - H
382
-37
B - C
193
- 82
H - I
338
- 40
C - D
239
- 52
I - J
259
- 55
D-E
310
-41
J -K
201
-69
E-F
392
-37
K-L
187
-116
F-G
315
-34
L-M
43
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
X - W
89
-77
S - R
84
-76
W-V
86
-76
R-Q
83
-75
V - U
85
-76
Q - P
83
- 74
U - T
84
- 75
P - O
84
- 72
T - S
84
-76
O - N
77
-69
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
X-B
387 -195
R-H
177
-128
C-W
91 -79
Q-1
172
-123
D-V
144 -131
P-J
121
-119
E-U
251 -123
O-K
114
-69
F-T
0 -180
L-N
390
-216
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineed
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
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wdfing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
r;nnvd.ht n 2016 A-1 Roof Tnlveaa- Renmduntion of thlc domimentin anv formis nmhihitad Wihnut tha wfiHan nermiacion of AA Roof To—,
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
IJob
ARMSSMB1 L
Truss I cuss Type Uty Hly
L02 I SPEC 15 11
U6/"I //2U21.1
2740
Loading Criteria (psi)
TCLL: 20.00
TCDL 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
T
f -- 8'3"6 g3"6 t
SEAT PLATE RED. SEAT PLATE REQ.
16'6"12
�- 1'6"3 -{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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 M-30
Bot chord 2x4 SP 42
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.00 16.56
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.016 G 999 36
VERT(CL): 0.032 G 999 24
HORZ(LL): 0.005 D -
HORZ(TL): 0.007 D
Creep Factor: 2.0
Max TC CSI: 0.522
Max BC CSI: 0.907
Max Web CSI: 0.658
Wgt: 91.0 Ibs
VIEW Ver: 19.01.00A.0618.16
f- 1'6"3 -
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
H 773 /- /- /644 /266 /151
1 773 /- /- /473 /240 /-
Wind reactions based on MWFRS
H Erg Width = 7.4 Min Req = 1.5
1 Erg Width = 7.4 Min Req = 1.5
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 40 0 C- D 866 - 837
B-C 916 -837 D-E 40 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
H - G 247 -166 G - F 92 -122
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
B - H
848 - 705 G - D 571 - 501
B-G
571 -514 D-F 714 -705
G - C
472 - 322
—WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless othervnse defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht 0 2a1e A-1 Rnnf Tnicsa_s— RnnmdnNion of this d—anent. in anv fnnn. is nmhihitad mth-t tha wdttan nannissinn of A-1 Rnnf Tnissas
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
Job
ARMSSMB1 L
I russ Truss type G2ty PIy
Vol I VAL 11 1
06/17/2020
2616
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Pt1M_ 1r3R9 _ 1r3r19 P Ia 15
-Y
12
6
B = 3X4
T 5A2X4(D8R) 2X4(D8CR)
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B 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
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 45 0.00 3.75
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
See STD DETAILS for valley details.
319111
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.003 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.002
Creep Factor: 2.0
Max TC CSI: 0.065
Max BC CSI: 0,098
Max Web CSI: 0,000
Wgt: 11.2 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 82 /- /- /33 /17 /4
Wind reactions based on MWFRS
D Erg Width = 45.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 140 -170 B-C 140 -170
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 166 -104
"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
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, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
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
Building Designer or Truss System Engineer of any building, All capitalized terms are as defined in TPI.1.
Convnnht g�) 2a1a A-1 Rnnf Tni. sP_ — Rrtnrndn Jinn of thin domiment, 1n anv form. is nrohn,M.d WthnnI fhe tvr'i t.n rwnnicvinn of AA Ronf T.,cse,.
Manuel Martinez, P.E.
# 047182
4620 ParkView Or
St Cloud, FL 34771
Job Truss
ARMSSMB1 L V02
Truss Type
VAL
2y I1y ( 0611712020
2622
T
1
6"15
P � 3'3"9
12 B=4X4
3'3°9 '1' 1-"
I- 719n1 _I
F 3'8"12 i}1 3,8"12 --�
Loading Criteria (pst)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.006 D
999 360
Loc R+ / R- / Rh / Rw / U / RL
E* 82 /- /- 139 /24 /6
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.013 D
999 240
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.003 D
- -
Wind reactions based on MWFRS
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.005 D
E Brg Width = 93.0 Min Req = -
Des Ld: 40.00
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Bearing A is a rigid surface.
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.221
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.183
Chords Tens.Comp. Chords Tens. Comp.
A - B 215 -221 B - C 215 -221
C&C Dist a: 3.00 ft
Max Web CSI: 0.145
Loc. from endwall: Any
Wgt: 25.2 Ibs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - D 304 -157 D - C 304 -157
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
B - D 486 -335
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 7.75
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.
Additional Notes
See STD DETAILS 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
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineer
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
responsibility 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. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C.—Mht cfl MIA A-1 Rnnf Tnta -- R"nrnduntinn of thia dom iment. in anv f— is nrohihitvd withnnt the written neenisMan of A-1 Rnnf Tni—
Manuel Madinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
JUNE 20, 2019 ( TYPICAL HIP / KING JACK CONNECTION I STDTL01
CORNERSET GENERAL SPECIFICATIONS
Aow
MAX LOAD: 55 psf Roof Load, 175 mph, ASCE
7-10, Exp. B, C up to 60' Mean Roof Height
and Exposure D up to 30' Mean Roof Height.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 3494£ Attach King Jack w/ (3) 16d Toe
772-409-1010 Nails @ TC & BC
Attach End Jack's Attach Corner Jack's
w/ (4) 16d Toe Nails @ TICQ w/ (2) 16d Toe Nails @ TIC&
& (3) 16d Toe Nails @ BC 2 BC (Typ)
0
ti
ttach Corner Jack's
i/ (2) 16d Toe Nails
@ TIC & BC (Typ)
Manuel Mart nez, RE,
# 047182
462D ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
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.
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24' O.C.
2X6 DIAGONAL BRACE SPACED 4B'
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 (MIN.).
' 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.
END WALL
CEILING SHEATHING
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 7-9B, 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).
STRUCTURAL
GABLE TRUSS
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.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
STUDS ARE NOT ADDRESSED HERE.
STANDARD GABLE /
I- TRUSS
UKAL
TRUSS
3illml
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
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.
Manuel Martinez, P.E.
# 047182
4620 ParkUew Dr
St Cloud, FL 34771
12/23/19 PIGGY -BACK TRUSS STDTL 4.1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
PORT PIERCE, FL 34946
772.409-1010
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.
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 (0.1 13" 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 Old 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 ParkVew Dr
J U LY 17, 2017
TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
WI ONE ROW OF 10d
NAILS 6" O.C.
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
6. NAILING DONE PER NDS - 01.
GABLE END, COMMON
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
TRUSS, OR GIRDER
TRUSS
BASE TRUSSES
-C CIVV, %'UIVIIVIUIV
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.G. (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.
Manuel Martinez, P.E.
d 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 5, 2018 j TRUSSED VALLEY SET DETAIL I STDTL06 -'
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
SECURE
W/(
VALLEY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
LJ I ! 1" !
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
„A„
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
P 12
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 #2
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 Or
St Cloud, FL 34771
DULY 17, 2017 I F F` (HIGH WIND VELOCITY) n�L I STDTL07
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-I
WIND DESIGN PER ASCE 7-10: 170 MPt
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNDmm VHLLr-T I KUOOCO IVIUO I esc
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.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD U I
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
000
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL 1 STDTL08
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/lOd NAILS, 6' O.C.
V ER1
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12
Q VARIES TO COMMON TRUSS
3X4 =
v
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.
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' D.C.
5. DIAGONAL BRACE TD 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 MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d 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 6' 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 END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STD SPF BLOCK
12' MAX.
r=3
i
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE
S. 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 0.131'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 431 STUD
12" O.C.
3-8-10
5-6.11
6.6.11
11.1-13
2X4 SP #3 / STUD
16" O.C.
3.3-10
4.9.12
6-6-11
9-10-15
2X4SP#31STUD
24"D.C.
2-8.6
3.11-3
5.4-12
8.1-2
2X4 SP #2
12" O.C.
3-10-15
5.6.11
6.6.11
11.8-14
2X4 SP #2
16" O.C.
3.6.11
4-9-12
6-6-11
10-8-0
2X4SP#2
24"0.C.
3.1-4
1 3-11-3
6.2.9
L 9-3.13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' 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.
ROOF
SHEATHING
VII
(2) - 10d
NAILS
]TRUSSES @ 24' O.C.
2X6 DIAGONAL BRACE
SPACED 46' O.C. ATTACHED
TO VERTICAL WITH (4) -
16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
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.
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
4
FEBRUARY 17, 2097 I TsBRACE WITH 2XIBRACEEONL.Y DETAIL I ST0TL09
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 34946
772-409-1010
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 / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
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
WEB
NAILS
NAILS
WEB
SECTION DETAILS ; ,uelMarina,RE.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY17,2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
M 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
7724408-1010 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 (DO 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
TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
NAILS (0.313WITH )X 3')
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0.131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
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' DIA.)
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS 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 (0,131' X 3')
EQUALLY SPACED.
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).
BLOCKING
(BY OTHERS)
Manuel Mart nez' P.E.
# 047182
4620 ParkView Dr
FEBRUARY17,2017 I LATERAL TOE -NAIL DETAIL I STDTL11
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
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
SIR
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o0
.135
93.5
85.6
74.2
72.6
63.4
162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
0
p
0
.131
75.9
69.5
60.3
59.0
51.1
.148
81.4
74.5
64.6
63.2
52.5
N
Ni
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X B4.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO 60°
45.00'
ANGLE MAY
VARY FROM
30° TO 60°
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.11
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
1 NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
-i NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
)0°
Manuel M4rtinez, P.E.
# 047182
4620 ParkUew Or
St Claud, FL 34771
FEBRUARY 17, 2017 LATERAL TOE -NAIL DETAIL
STDTL11
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.
A•1ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
FORT PIERCE, FL 34946
772-409-1010
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
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
.131
75.9
69.5
60.3
59.0
51.1
Z
0
J
.148
81.4
74.5
64.6
63.2
52.5
N
ri
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO 60°
45.00'
ANGLE MAY
VARY FROM
30' TO 60°
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
-I NEAR SIDE
NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
)0°
Manuel MNnez, P.E.
# 047182
4620 ParkViiew Or
St Cloud, FL 34771
TYP W NAILER ATTACHMENT I STDTL13
F
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
-1.0 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 Marlinez, P.E.
# 047182
4620 ParkView Dr
April 11, 2016
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
STDTLI4
V __
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 349,
772-409-1010
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
0
12
VARIES [��
(4) 12d
MAX 3011(2'-611)
2x6 #2 SP (Both Faces)
24" O.C.
SIMPSON H5
Manuel Martinez, P.E.
# 047182
4620 ParkView Dr
St Cloud, FL 34771
rm
FEBRUARY 17, 2017 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
4
A•1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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
2X4
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
0.
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' OIA. 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
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 G' 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.
5.
THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
Manuel Martinez, P.E.
#047182
6.
THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
4620 ParkView Dr
St Cloud, FL 34771
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS ( STDTL16'p,.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
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
END 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' DIA. X 3') SPACED 6' D.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.
jNjff1j7;j
0, >, 1
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') 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
St Cloud, FL 34771