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A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Site Information:
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: 114 Model: CAYMAN 1560
Address: 324 PALM BREEZE DRIVE Subdivision:
City: County: St Lucie
A-1 Roof Trusses
4451 St Lucie Blvd
Fort Pierce, FL 34946
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: 37.0 psf Floor Load: 0.0 psf
This package includes 45 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2505
A01
7/13/20
13
3361
A13
7/13/20
25
2590
HP
7/13/20
j 2
3376
A02
7/13/20
14
3466
B01
7/13/20
26
2569
HPA
7/13/20
3
3391
A03
7/13/20
15
3470
B02
7/13/20
27
3463
HJ713
7/13/20
4
3334
A04
7/13/20
16
2530
B03
7/13/20
28
2499
HJ7P
7/13/20
I5
3431
A05
7/13/20
17
2572
C01
7/13/20
29
2593
J1
7/13/20
6
3421
A06
7/13/20
18
3407
CO2
7/13/20
30
2487
J1P
7/13/20
7
3414
A07
7/13/20
19
3401
CO3
7/13/20
31
2596
J3
7/13/20
8
3365
A—_,__...,._,._
08
7/13/20
20
12514
E01
7/13/201
32
13434
J3A
7/13/20
9
3398
A09
7/13/20
21
2587
E02
7/13/20
33
2490
J3P
7/13/20
10
3326
A10
7/13/20
22
2511
E03
7/13/20
34
2599
J5
7/13/20
11
3315
A11
7/13/20
23
3456
E04
7/13/20
35
2536
J5A
7/13/20
12
3322
1 Al2
7/13/20
24
2533
GE01
7/13/20
136
3437
J5B
7/13/20
he truss drawing(s) referenced have been prepared bywpine Engineered Products, Inc. under mydirect supervision based on the parameters provided byAv 1 hoof I russes, Ltd.
Truss Design Engineer's Name: Rama Pranav Kristam
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
msponsibility solely forthe truss components shown.
The suitability and use of components forany particubrbuikling is the responsibility ofthe building
designer, perANSVTPI-1 Sec. ?-
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Structural Engineering Documents') provided bythe Bulling
Designer indicating the nature and characterofthe work
The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or
specific location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents') are specialty structu ral component designs and may be part of the project's
deferred or phased submittals. As a Truss Design Engineer(i.e., Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsibilityforthe 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.
Page 1 of 2
Rama Pranav Kristam, P.E.
4451 St Lucie Blvd. Suite 201
Fort Pierce, FL 34946
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
r
=_A-1 ROOF
TRUE
A FLORIDA CORPORATION
RE: Job ARMSCM 1 560B 1 L
No.
Seq #
Truss Name
Date
37
2493
J5P
7/13/20
38
2539
J6
7113/20
39
2602
J7
7/13/20
40
3368
J7C
7/13/20
41
2496
J7P
7/13/20
42
2584
VM01
7/13/20
43
2581
VM02
7/13/20
44
2578
VM03
7/13/20
I45
2575
VM04
7/13/20
46
STDL01
STD. DETAIL
7/13/20
47
STDL02
STD. DETAIL
7/13/20
48
STDL03
STD. DETAIL
7/13/20
49
STDL04
STD. DETAIL
7/13/20
50
STDL05
STD. DETAIL
7/13/20
51
STDL06
STD. DETAIL
7/13/20
52
STDL07
STD. DETAIL
7/13/20
53
STDL08
STD. DETAIL
7/13/20
54
STDL09
STD. DETAIL
7/13/20
55
STDL10
STD. DETAIL
7/13/20
156
STDL11
STD. DETAIL
7/13/20
r—
157
STDL12
—
STD. DETAIL
7/13/20
58
STDL13
STD. DETAIL
7/13/20
59
STDL14
STD. DETAIL
7/13/20
60
STDL15
STD. DETAIL
7/13/20
61
STDL16
STD. DETAIL
7/13/20
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
Rama Pranav Kristam, P.E.
# 88906
Page 2 of 2 4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
�joo
truss i russ I ype dry my U//13/LULU
{IARM�CM1560BlL (A01 HIPS ( 1 I 1 2505
254# 184# 1844 18 184# 184# 1844 186# 186# 186# 1864 186# 254#
F-7'0"62'0"6 i 2, i 2, i 2, i 2, it'11'4 2, i 2, i 2 i 2, 20"6 7'0"6
�- 7' i24' 7'
'=6X8=3X4 =3X10 T2 =3X6 =4X6 W4X6 T2
12._ O D -- E 1111.5X3 FG H I m.111,
M _11. -,qq
Wind Criteria
TCLL: 20.00
M. I .1110
TCDL: 10.00
M
V
1:
Enclosure: Closed
BCDL: 7.00
Risk Category: 11
T - S
EXP: B Kzt: NA
IaI V TU � =3X4 IIID Y"I
. 5X61111.5X3 5X8 P
SEAT PLATE REQ. SEAT PLATE REQ.
21'8"
8'4"6
11
r 38'
T
K=3X6(At)
ONm4X4 M.
W3X6(`*) 1112X4
SEAT PLATE REQ.
16'4'
18'7"9 1 5�
442# 10 107# 10 107# 10 107# 1111 111# 111# 111# 114 442#
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: 7.00
Risk Category: 11
T - S
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
R -P
C&C Dist a: 3.80 ft
1 - N
Loc. from endwall: NA
S - E
GCpi: 0.18
N - J
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
Webs 2x4 SP #3
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
Bracing
(a) Continuous lateral restraint equally spaced on member
Special Loads
-----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to 62 plf at 7.00
TC: From 31 plf at 7.00 to 31 plf at 31.00
TC: From 62 plf at 31.00 to 62 plf at 39.46
BC: From 14 pif at 0.00 to 14 plf at 7.03
BC: From 7 pif at 7.03 to 7 pif at 30.97
BC: From 14 pif at 30.97 to 14 plf at 38.00
TC: 254 Ib Conc. Load at 7.03,30.97
TC: 184 Ib Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
TC: 186 Ib Conc. Load at 20.94,22.94,24.94,26.94
28.94
BC: 442 Ib Conc. Load at 7.03,30.97
BC: 107 Ib Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.00
BC: 111 Ib Conc. Load at 20.94,22.94,24.94,26.94
28.94
Defl/CSI Criteria
PP Deflection in loc L/defl L/
VERT(LL): 0.121 D 999 3
ktRT(CL): 0.228 D 999 2
HORZ(LL): 0.055 M -
HORZ(TL): 0.103 M -
Creep Factor: 2.0
Max TC CSI: 0.740
Max BC CSI: 0.999
Max Web CSI: 0.997
Wgt: 204.4 lbs
7# 7# 7#
VIEW Ver: 19.01.00A.0618.16
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 31.00
BC 69 0.15 8.22
BC 76 8.26 19.51
BC 75 19.51 37.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Plating Notes
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Wind
Wind loads and reactions based on MWFRS.
Right bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
# Gravity Non -Gravity
60 Loc R+ / R- / Rh / Rw / U / RL
40 B 1441 J- !- /- /631 /-
- P 4556 /- /- /- /2574 /-
K 844 /- /- /- /520 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.7
P Brg Width = 8.0 Min Req = 5.4
K Brg Width = 8.0 Min Req = 1.5
Bearings B, P, & K are a rigid surface.
Bearings B, P, & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 39 -23 G - H 1294 -774
B - C 1092 -2457 H -1 2352 -1268
C - D 1269 -2841 I - J 292 -12
D - E 749 -1890 J - K 862 -1189
E -F 1292 -776 K -L 39 -23
F - G 1292 -776
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - V
2112 -924
P-0
0
-374
V - U
85 -53
O - N
0
-374
T - S
2873 -1285
N - M
1010
-737
S - Q
1817 -731
M - K
986
-723
R -P
19 -52
1 - N
1092 -632
S - E
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - V
656 -1125
Q - R
45 -29
C - T
1923 -932
Q - H
1704 -772
V - T
2616 -1105
Q - P
1297 -2386
T -U
0 -144
H -P
899 -1715
T- D
133 0
P-1
1767 -2714
D - S
607 -1125
1 - N
1092 -632
S - E
790 -192
N - J
724 -1341
E - Q
1682 -3416
M - J
598 -350
G - Q
365 -499
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -7.
Convrinht n 20M A-1 Roof Tnrxsa - Renrnduotion of this dnnimant in anv form. is nmhihifad without tha wnttan nannissinn of A-7 Rnnf Tnicsas
ARMSCM1560B1L IA02
HIPS
3376
1
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
oE5X6
=3X6
Enclosure: Closed
BCDL: 7.00
D E
12 1111.5X4 C
III 1.5X3 FG H 1
- J
Des Ld: 37.00
T
6
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
m
o
MWFRS Parallel Dist: 0 to h/2
(a)
C&C Dist a: 3.80 ft
Wgt: 207.2 lbs
v
�i
-199
=6X6
V11
VIEW Ver: 19.01.00A.0618.16 Bearings B, P, & P require a seat plate.
T3 in
K=3X6(A1)
�-3XA(A1)B
4X6(R) S
Q
157 -251
1
286
TU
1111.5 3 P=3X8 O
1111.5X3
D - E 272 -214 J - K 244 -354
-3X6
SEAT PLATE REQ,
SEAT PLATE REQ.
SEAT PLATE REQ.
Z7
21'8"
164"
P"91----- 84"6 -{' 11'
187"9 11'5„A
Loading Criteria (ps0
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
HORZ(TL): 0.108 Q
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max Web CSI: 0.995
C&C Dist a: 3.80 ft
Wgt: 207.2 lbs
Loc. from endwall: not in 9.00
-199
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16 Bearings B, P, & P require a seat plate.
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2:T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x4 SP M-30:
Code / Misc Criteria
Code: FEC 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
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 29.00
BC 97 0.15 8.21
BC 120 8.21 19.51
BC 75 19.51 37.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -182# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
38'
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
PP Deflection in loc L/defl
L/# Gravity Non -Gravity
VERT(LL): 0.087 C 999
360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.161 C 999
240 B 682 !- /- /417 /273 /171
HORZ(LL): 0.057 Q -
- P 2031 /- /- /1059 /742 /-
HORZ(TL): 0.108 Q
K* 45 /-11 /- /26 /11 /-
Creep Factor: 2.0
O /-112
Max TC CSI: 0.655
N /-262
Max BC CSI: 0.710
Wind reactions based on MWFRS
473
B Brg Width = 8.0 Min Req = 1.5
Max Web CSI: 0.995
P Brg Width = 8.0 Min Req = 2.4
Wgt: 207.2 lbs
K Brg Width = 192 Min Req = -
-199
Bearings B, P, & P are a rigid surface.
VIEW Ver: 19.01.00A.0618.16 Bearings B, P, & P require a seat plate.
O - J
Maximum Top Chord Forces Per Ply (Ibs)
-789
Chords Tens.Comp. Chords Tens. Comp.
157 -251
A- B 39 0 G- H 829 -153
286
B - C 414 -782 H - 1 1154 -274
Q -R
C - D 681 -926 I - J 557 -86
D - E 272 -214 J - K 244 -354
E- F 830 -154 K- L 39 0
F - G 830 -154
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 612 -193 P-0 295 -598
T - S 572 -119 O - N 206 -157
S - Q 188 -43 N - M 206 -157
R -P 4 -18 M -K 201 -167
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp. Webs Tens. Comp
C - T
525 -580
Q - H
651
-238
T -U
130 0
Q -P
602
-1194
T - D
713 -503
H - P
294
-695
D - S
202 -460
P-1
473
-1061
S - E
398 -67
1 - O
644
-199
E - Q
506 -1228
O - J
395
-789
G - Q
157 -251
M - J
286
-153
Q -R
12 -5
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le, 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Co-nnint t7 Mile AA Roof Tntaan_s - Renrndnrtinn of this donlmnnlin anv fnnni nrnhihitad wilhout tha wdtlan n-ission of A-1 Roof Tni-%
ARM,5CM1560B1L I A03
r 11'
HIPS
16'
1., 1, ....
%6X8(R) =5X12 01111.5X3 =8X10
D E T2 F G
11'
3391
-3}
SEAT PLATE REQ.
3X4=4X6 =6X10 1111.5X4
38'
1'S"9
f -j- 21'5"3
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: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
O - E
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE, HS
NCBCLL: 10.00
TCDL: 5.0 psf
291
Load Duration: 1.25
BCDL: 4.2 psf
7027 -2537
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.OE :T2 2x6 SP
2400f -2.0E:
Bot chord 2x4 SP 2400f -2.0E
Webs 2x4 SP #3:W4 2x4 SP 2400f-2.OE:
:W5, W6 2x4 SP #2:
:W7 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on member
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 11.00 27.00
BC 109 0.15 21.29
BC 83 21.29 37.85
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.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.798 M 566 36
VERT(CL): 1.508 M 300 24
HORZ(LL): 0.428 K - -
HORZ(TL): 0.808 K
Creep Factor: 2.0
Max TC CSI: 0.846
Max BC CSI: 0.995
Max Web CSI: 0.851
Wgt: 210.0 lbs
VIEW Ver: 19.01.00A.0618.16
SEAT PLATE REQ.
166"13 11'5"9
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
B 1540 /- /- /865 /563 /199
1 1544 /- /- /860 /566 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
1 Brg Width = 8.0 Min Req = 1.5
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 39 0 F- G 3711 -9403
B - C 1203 -2699 G - H 1780 -4397
C - D 1076 -2359 H -1 2006 -4705
D- E 1205 -2459 I- J 39 0
E -F 3673 -9304
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 2348 -928 M - L 4055 -1422
Q - P 2051 -691 L - K 4036 -1423
P-0 2051 -691 K - I 4228 -1712
O -N 41 -15
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - Q
270 -338
F - M
137
-33
D- Q
387 -45
M- N
78
0
D-0
593 -300
M - G
5652
-2104
O - E
970 -2377
K - G
248
-1
O -M
3190-1145
K -H
291
-210
E - M
7027 -2537
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineeiin
responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 0 2016 A-1 Rnnf Tmes- Renmduntinn of thio rin-mnnt in anv forth. is nmhihited without the written non m.inn of A-1 Rnnf T.,eeas.
ARMSCM1560B1 L A04 I HIPS r 11 (1' I V v 3334
�T
E M
M
1 =37
r 12'8"-j 12'8" -1 12'8" -1
=5X6 =5X8 1111.5X3 =5X10
D E F G
1111.5X3 =3X6=3X4 =7X8 1111.5X3
SEAT PLATE REQ.
1'S"9
-} 21'5"3
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: 7.00
Risk Category: 11
VERT(CL): 1.080 F 419 240
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
B Brg Width = 8.0 Min Req = 1.8
C&C Dist a: 3.80 ft
Max TC CSI: 0.641
Loc. from endwall: not in 9.00
-438
GCpi: 0.18
Bearings B & I are a rigid surface.
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 :T1 2x4 SP #2:
Bot chord 2x4 SP #2 :B3 2x4 SP M-30:
:B4 2x4 SP 2400f-2.OE:
Webs 2x4 SP #3:W5, W6, W7 2x4 SP #2
38'
SEAT PLATE REQ.
16'6"13 i
1'5"9
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.572 F 791 360
Loc R+ / R- / Rh / Rw /U / RL
Rep Factors Used: Yes
VERT(CL): 1.080 F 419 240
B 1540 /- /- /872 /416 /223
FT/RT:10(0)/10(10)
HORZ(LL): 0.333 K - -
1 1544 /- !- /867 /419 /-
Plate Type(s):
HORZ(TL): 0.629 K - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
893 -2340
Max TC CSI: 0.641
1 Brg Width = 8.0 Min Req = 1.5
-438
Max BC CSI: 0.995
Bearings B & I are a rigid surface.
H - K
Max Web CSI: 0.988
Bearings B & I require a seat plate.
E - N
4375 -1479
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:215.6lbs
Chords Tens.Comp. Chords Tens, Comp.
VIEW Ver: 19.01.00A.0618.16
A- B 39 0 F - G 2401 -6060
B - C 1134 -2704 G - H 1676 -4145
C - D 1033 -2219 H - 1 1871 -4674
D- E 1067 -2109 1- J 39 0
E - F 2389 -6027
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 12.67 25.33
BC 94 0.15 21.29
BC 91 21.29 37.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - S
2341 -861
N - M
3795 -1278
S - R
2339 -863
M - L
4223 -1596
R - Q
2339 -863
L - K
4209 -1600
Q - P
1906 -614
K - I
4188 -1583
P -O
23 -8
217
-41
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
S -C
209 0
F -N
146
-154
C- Q
285 -497
N-0
59
0
D - Q
363 -101
N - G
2747
-967
D -P
359 -179
M -G
217
-41
P - E
893 -2340
M - H
320
-438
P - N
3001 -1006
H - K
119
-52
E - N
4375 -1479
`*WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
(;nnvnnht n 2n1e A-1 in anv i'am in nrnhihitnd vnlhnmt the wnttnn nannic inn of A-1 Rnnf Tmc
1IARM$CM1560B1L IA05 IHIPSyPc 1y (1y I V"iJfLULU
MT
V
N
1
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
i 14'8" 'i- 8'8" 'I 14,8„
3431
=bylb llll.bX4
SEAT PLATE REQ.
PA
T 11'10"12
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: 4.2 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3 2x4 SP 2400f-2.OE:
:T4, T5 2x4 SP M-30:
Bot chord 2x4 SP #2:133 2x4 SP M-30:
:B4 2x4 SP 2400f -2.0E:
Webs 2x4 SP #3:W3 2x4 SP #2:
Code / Misc Criteria
Code: FBC2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE, HS
Plating Notes
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 14.67 23.33
BC 95 0.15 11.72
BC 89 11.72 19.00
BC 93 19.00 37.85
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.
7'1"4
38'
SEAT PLATE REQ.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
VERT(LL): 0.513 O 881 360
Loc R+ ! R- / Rh / Rw /U / RL
VERT(CL): 0.971 O 466 240
B 1542 /- /- /879 /412 /252
HORZ(LL): 0.346 L - -
J 1545 /- /- /873 /415 /-
HORZ(TL): 0.654 L
Wind reactions based on MWFRS
Creep Factor: 2.0
B Erg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.976
J Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 1.000
Bearings B & J are a rigid surface.
Max Web CSI: 0.713
Bearings B & J require a seat plate.
P -Q
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 193.2 lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 F - G 1793 -4765
952 -452
B - C 1100 -2725 G - H 1539 -3866
C - D 1751 -4560 H -1 1513 -3913
D - E 1763 -4475 1 - J 1809 -4690
E- F 1868 -4517 J- K 39 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - R 2363 -833 N - M 4228 -1519
R - Q 26 -11 M - L 4225 -1532
P-0 3582 -1073 L - J 4204 -1518
O - N 3536 -1105
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp, Webs Tens. Comp
C-R
521 -1241
F-0
1516
-412
C - P
1664 -468
O - G
1592
-420
R - P
2656 -933
N - G
366
-97
E - P
195 -193
N - 1
407
-702
P -Q
78 0
1-L
185
0
P - F
952 -452
`*WARNING'" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, P.E.
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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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:n.vnnht,7 201E A-1 Rnnf Tmscee - R.nmd-lion of thi., do-ment in anv f- ix nmhihited withnut the wn0nn nen mM.n of A-1 Rnnf Tn,cae.,.
ARMSCM1560B1 L
A06 HIPS
16'8" 4'8" ---}--
5X6 1111.5X3 5X6
F G H
1 1 ( 3421
V
16'8" if
SEAT PLATE REQ.
m
(F1)
SEAT PLATE REO.
38'
P.9-{- 11'10"12 7'1"4 + 19' 1 5 9{
Loading Criteria (psD
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00
Risk Category: II
R - P
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
P- Q
C&C Dist a: 3.80 ft
M- J
Loc. from endwall: not in 9.00
-456
GCpi: 0.18
1262 -645
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T4 2x4 SP 2400f-2.OE
:T5 2x4 SP M-30:
Bot chord 2x4 SP M-30 :B1 2x4 SP #2:
:B4 2x4 SP 2400f-2.OE:
Webs 2x4 SP #3:W3 2x4 SP #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, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.67 21.33
BC 95 0.15 11.72
BC 90 11.72 19.00
BC 104 19.00 37.85
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.
Defl/CSI Criteria
PP Deflection in loc L/deft L/#
VERT(LL): 0.459 O 986 36
VERT(CL): 0.867 O 521 24
HORZ(LL): 0.309 M -
HORZ(TL): 0.584 M -
Creep Factor: 2.0
Max TC CSI: 0.843
Max BC CSI: 0.996
Max Web CSI: 0.772
Wgt: 200.2 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw IU / RL
B 1542 /- /- /880 /409 /280
K 1545 !- /- /874 /413 /-
Wind reactions based on MWFRS
B Erg Width = 8.0 Min Req = 1.8
K Brg Width = 8.0 Min Req = 1.5
Bearings B & K are a rigid surface.
Bearings B & K require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-13 39 0 G- H 1381 -3592
B - C 1065 -2721 H -1 1925 -4620
C - D 1685 -4510 I - J 1889 -4643
D - E 1696 -4425 J - K 1753 -4714
E - F 1847 -4523 K - L 39 0
F - G 1381 -3591
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - R 2359 -801 O - N 3225 -905
R - Q 29 -10 N - M 3206 -915
P-0 3219 -844 M - K 4228 -1461
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C-R
495 -1217
F-0
901
-215
C - P
1630 -447
G-0
95
-54
R - P
2639 -894
0-H
960
-181
E - P
277 -328
H - M
1269
-639
P- Q
78 0
M- J
379
-456
P - F
1262 -645
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 If 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Cnnvrioht n 201E A-1 Ronf Tri S ., - Rnnrnnnrtion of this damimont. in Env form. in nmhihitoA without the wntton normissinn of A-7 Roof Tnicsn.<
I ARMSCM1560131 L
M
co
~ N
IV
N =3)
A07 HIPS .yN-
18'8"
Wfy rry I V//IJ/LVLV
1 1
18'8"
3414
SEAT PLATE REQ.
li 5"9I
11'10"12
Loading Criteria (psf)
Wind Criteria
TOLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 7.00Risk
Category: II
Wind reactions based on MWFRS
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.80 ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2:T3, T4 2x4 SP M-30
Bot chord 2x4 SP M-30:131 2x4 SP #2:
:134 2x4 SP 2400f -2.0E:
Webs 2x4 SP #3:W3 2x4 SP #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, HS
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 96 0.15 11.75
BC 89 11.79 19.00
BC 101 19.00 37.85
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.
TV4
38'
SEAT PLATE REQ.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/# Gravity Non -Gravity
VERT(LL): 0.467 N
969 360 Loc R+ / R- / Rh / Rw /U / RL
VERT(CL): 0.883 N
512 240 B 1542 !- /- /869 /400 /310
HORZ(LL): 0.325 L
- - J 1545 /- /- /864 /403 /-
HORZ(TL): 0.615 L
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.923
J Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.985
Bearings B & J are a rigid surface.
Max Web CSI: 0.909
Bearings B & J require a seat plate.
O - E
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 191.8 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16 A- B 39 0 F - G 1057 -3228
B - C 980 -2716 G - H 1466 -4269
C - D 1516 -4517 H - 1 1449 -4346
D - E 1529 -4432 1 - J 1650 -4760
E- F 1072 -3241 J- K 39 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 2353 -717 N - M 3723 -1036
Q- P 29 -9 M- L 3704 -1044
O - N 4105 -1120 L - J 4280 -1383
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - Q
448 -1201
E - N
624 -1203
C-0
1649 -380
N - G
496
-814
Q-0
2626 -798
F - N
2385
-671
O -P
80 0
G -L
517
-95
O - E
432 -90
L - I
316
-341
`"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 nc 2n16 A-1 Rnnf Tnicaas – RnnrM—dinn of Ihi� dnnnmanf. m anv form. is nmhi fled wifhnnt fhe wnffen nermiccion of A-1 Rmf T-
ARMSCM1560B1L A08 I COMN, 12r ( '1, .,,,.r.... 3365
fl
i 19'
F=5X6
19, -1
SEAT PLATE REQ.
1'591 "
E- 1--- 1110"12 + 7'1"4
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: 7.00
Risk Category: II
Wind reactions based on MWFRS
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.80 ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2:T3, T4 2x4 SP M-30
Bot chord 2x4 SP M-30 :B1 2x4 SP #2:
:B4 2x4 SP 2400f -2.0E:
Webs 2x4 SP #3 :W3 2x4 SP #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, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 95 0.15 11.75
BC 89 11.79 19.00
BC 100 19.00 37.85
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.
38'
SEAT PLATE REQ.
19' 11 5 9I
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/deft L/# Gravity Non -Gravity
VERT(LL): 0.469 N
963 360 Loc R+ / R- ! Rh / Rw /U / RL
VERT(CL): 0.888 N
509 240 B 1542 /- /- /876 /407 /314
HORZ(LL): 0.328 L
- - J 1545 /- /- /870 /410 /-
HORZ(TL): 0.620 L
Wind reactions based on MWFRS
Creep Factor: 2.0
B Erg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.923
J Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.993
Bearings B & J are a rigid surface.
Max Web CSI: 0.909
Bearings B & J require a seat plate.
O - E
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 193.2 Ibs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16 A - B 39 0 F - G 1093 -3227
B - C 998 -2717 G - H 1497 -4276
C - D 1554 -4518 H -1 1479 -4349
D - E 1567 -4436 I - J 1680 -4764
E- F 1110 -3240 J- K 39 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Q 2353 -734 N - M 3724 -1069
Q- P 29 -9 M- L 3695 -1071
O - N 4105 -1155 L - J 4283 -1411
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C -Q
458 -1201
E -N
619 -1205
C-0
1649 -393
F - N
2386
-684
Q-0
2627 -817
N - G
489
-817
O -P
80 0
G - L
519
-94
O - E
432 -90
L - I
314
-341
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 488906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Convrioht n 2016 A-1 Roof Tnra - Rnnrndunhoo of this dnourn—t. in anv formi no inhi e.d without thn written noonit ino of A-1 Roof Tnicc
I ARMSCM1560BlL
M
O
°'T
T�
A09 Irr�
COMN
19'
3398
SEAT PLATE REQ. SEAT PLATE REQ.
38'
P"'P"'i 19' j 19'
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
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): 0.512 N
883 360 Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.970 N
466 240 B 1546 /- /- /870 /199 /314
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.365 L
- - J 1546 /- /- /870 /199 /-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
TL 0.692 L
HORZ ( )
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
: 1 TCDL: 5.0 psf
Max TC CSI: 0.673
J Brg Width = 8.0 Min Req = 1.5
LoadNCBDu on:
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CSI: 0.743
Bearings B & J are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
Bearings B & J require a seat plate.
C&C Dist a: 3.80 ft
Max Web CSI: 0.928
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 175.0 lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 A - B 39 0 F - G 1089 -3229
Lumber
B - C 1677 -4758 G - H 1494 -4269
Top chord 2x4 SP M-30
C - D 1471 -4346 H - I 1476 -4346
Bot chord 2x4 SP 2400f -2.0E :B2 2x4 SP M-30:
D - E 1488 -4269 I - J 1675 -4758
Webs 2x4 SP #3
E - F 1114-3229 J - K 39 0
Purlins
Maximum Bot Chord Forces Per Ply (Ibs)
In lieu of structural panels or rigid ceiling use purlins
Chords Tens.Comp. Chords Tens. Comp.
to laterally brace chords as follows:
Chord Spacing(in oc) StEn
B - P 4277 -1372 N - M 3732 -1064
BC 120 0.15 37..8585
0.15
P-0 3713 -1026 M - L 3713 -1072
Apply purlins to any chords above or below fillers
O - N 3732 -1018 L - J 4277 -1406
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Wind
Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C member
design.
C - P 309 -337 N - G 497 -828
P - E 509 -85 G - L 509 -88
E - N 498 -828 L - 1 311 -337
F - N 2437 -710
*`WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Krislam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties 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.
C. -Mint 0) 2016 A-1 Roof Ton—– Renmdil Mon of this do-meatin nnv form. is nmhihited withtnit the written nenni-ion of A-1 Rnnf Tn.-.,
ARMSCM 1560B 1 L
A10 COMN
i 19' - -{- 19'
F - 5X6
(Al)
SEAT PLATE REQ. SEAT PLATE RED.
38'
F-51191 19' 8'1"6 i 10'101,10- +i11'
3326
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in Ioc L/defl L/# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.467 O
969 360 Loc R+ / R- ! Rh
/ Rw
/U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.883 O
512 240 g 1546 /- /-
/870
/199 /314
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.325 L
- - J 1542 /- /-
/875
/195 /-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.614 L
Wind reactions based on
MWFRS
Mean Height: 25.00 ft
WAVE, HS
Creep Factor: 2.0
B Brg Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0sf
p
Max TC CSI: 0.686
J Brg Width = 8.0
Min Req = 1.8
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CSI: 0.749
Bearings B & J are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
Bearings B & J require a
seat plate.
C&C Dist a: 3.80 ft
Max Web CSI: 0.898
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per
Ply (Ibs)
Wgt: 193.2 Ibs
Chords Tens.Comp.
Chords
Tens, Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 A - B 39 0
F - G
1082 -3269
Lumber
B - C 1684 -4765
G - H
1659 -4613
C - D 1473 -4347
H - I
1651 -4708
Top chord 2x4 SP M-30 :T3 2x4 SP #2:
D - E 1491 -4274
I - J
996 -2723
Bot chord 2x4 SP M-30 :61 2x4 SP 2400f -2.0E:
E - F 1125 -3238
J - K
39 0
:B4 2x4 SP #2:
Webs 2x4 SP #3 :W7 2x4 SP #2:
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp.
Chords
Tens. Comp.
(a) Continuous lateral restraint equally spaced on member.
B - Q 4285 -1379
0-M
4303 -1306
Plating Notes
Q - P 3693 -1020
N - L
33 -12
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
P-0 3722 -1018
L - J
2361 -758
Rotational Tolerance, and/or zero Positioning Tolerance.
Maximum Web Forces Per Ply (Ibs)
Purlins
Webs Tens.Comp.
Webs
Tens. Comp.
In lieu of structural panels or rigid ceiling use purlins
C - Q 315 -345
G - M
421 -65
to laterally brace chords as follows:
Q - E 513 95
M - N
74 0
Chord Spacing(in oc) StEnd(ft)
0.15
BC 120 0.15 19.000
E-0 480 -800
M - L
2640 -844
BC 101 19.00 27.22
F-0 2357 -651
M -1
1829 -516
BC 120 27.26 37.85
O - G 703 -1368
L - I
468 -1239
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
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 r7 2016 A.1 Rnnf Tmi .. - Renrndurfinn of fhis in inv Toon. m nrnhihOd without the written nermiccinn of A-1 Rnnf Tmc¢e,.
f l ARMSCM1560B1 L I A11 ( HIPS 11 y 11y I
17'8"1 -}- 2714 «i 17'8"1
=5X6
3315
=3X10 1111.5X4 1111.5X4 =5X6 =3X67= -3X4
SEAT PLATE REQ.
1'5"9
�- -�}- 1111"2
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: 7.00Risk
Category: II
Wind reactions based on MWFRS
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: 3.80 ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: not in 9.00
A - B 39 0 G - H 1408 -3982
GCpi: 0.18
B - C 1039 -2715 H - 1 1027 -2394
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2:B2 2x4 SP M-30
Webs 2x4 SP #3:W3 2x4 SP #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, HS
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(1) - plates so marked were sized using 0% Fabrication Tolerance, 10 degrees
Rotational Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.67 20.33
BC 120 0.15 11.78
BC 104 11.82 20.18
BC 75 20.18 37.85
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.
SEAT PLATE REQ.
kk➢
772 ---i- 18'10"10
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/# Gravity Non -Gravity
VERT(LL): 0.381 P
999 360 Loc R+ / R- / Rh / Rw /U / RL
VERT(CL): 0.719 P
629 240 B 1540 /- /- /877 /199 /295
HORZ(LL): 0.251 M
- - K 1540 /- i- /876 /199 /-
HORZ(TL): 0.474 M
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.618
K Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.768
Bearings B & K are a rigid surface.
Max Web CSI: 0.978
Bearings B & K require a seat plate.
-624
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:238.0lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 G - H 1408 -3982
E - T
B - C 1039 -2715 H - 1 1027 -2394
0-H
C - D 1629 -4497 I - J 1007 -2442
-1624
D - E 1646 -4438 J - K 1064 -2692
358 -169
E- F 1250 -3364 K- L 39 0
352
F - G 1341 -3514
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - W
2352 -776
R - P
3076
-737
W -V
29 -9
Q -O
7
-3
U - T
4070 -1229
O - N
1976
-624
T - R
3057 -728
N - M
1976
-624
S- Q
1 -2
M- K
2336
-825
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - W
480 -1203
S - R
65
-36
C - U
1627 -427
P - Q
109
-31
W - U
2628 -866
P - G
1511
-465
U- V
80 0
P-0
2568
-808
U - E
452-111
P - H
1581
-258
E - T
550 -1082
0-H
550
-1624
F - T
358 -169
H - M
352
-105
F - P
1035 -309
M - J
234
-323
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdslam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Convdnht n 2n1a A-1 Roof Tnis - Renrndeotion of this d- t i - O.- fnrrn. i. nrohihited witht the. written nenniscion of A-1 Roof Tnresas.
ARMSCM1560B1L IA12 IHIPS (1 1" I v....
NT
T
'v
1 N =3}
1 =
168"1 -{ 6'714 - -}- 168"1 it
1111.5X3 =6X10
c � u
3322
=5X6 1111.5X4 1111.5X3 1117X8(R) =3X6
SEAT PLATE REQ.
1'5"9
�- --}-- 11'11"2
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: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
Ply (Ibs)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
900 -1998
Load Duration: 1.25
BCDL: 4.2 psf
E- F 1882 -4559 K- L
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
-690
F- P
C&C Dist a: 3.80 ft
J- M
278
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2:B2 2x4 SP M-30:
Webs 2x4 SP #3:W3, W8, W9 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on member
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 15.67 22.33
BC 120 0.15 11.75
BC 93 11.75 19.26
BC 120 19.26 37.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
7'2"4
0.1
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.448 G 999 36
VERT(CL): 0.845 G 535 24
HORZ(LL): 0.298 M -
HORZ(TL): 0.562 M
Creep Factor: 2.0
Max TC CSI: 0.896
Max BC CSI: 0.988
Max Web CSI: 0.897
Wgt: 222.6 lbs
VIEW Ver: 19.01.00A.0618.16
SEAT PLATE REQ.
18'101,10 1'5"9i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
B 1540 /- /- /878
/216 /266
K 1539 A /- /877
/216 /-
Wind reactions based on MWFRS
C-R
B Brg Width = 8.0 Min Req
= 1.8
K Brg Width = 8.0 Min Req
= 1.8
Bearings B & K are a rigid surface.
2649 -915
Bearings B & K require a seat plate.
3180
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
A- B 39 0 G- H
1721 -4493
B - C 1084 -2718 H - I
930 -1962
C - D 1724 -4559 I - J
900 -1998
D - E 1745 -4525 J - K
1074 -2657
E- F 1882 -4559 K- L
39 0
F - G 1725 -4516
-690
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - T 2356 -818 O - N 2284 -819
T -S 26 -11 N -M 2284 -819
R - P 3497 -994 M - K 2286 -818
Q -O 12 -5
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C -T
511 -1237
G -P
83
-104
C-R
1674 -470
P- Q
6
0
T - R
2649 -915
P-0
3180
-933
E - R
258 -291
P - H
3974
-1131
R- S
78 0
0-H
679
-2313
R - F
1025 -530
O - J
368
-690
F- P
1474 -443
J- M
278
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 (Le, 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed 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,
(:nnvhnht 0 201E A-1 Rnnf T.,c - Ranmduntion of IhM li-Montin anv formis nrohihitod Wth-1 thn wdttnn n-N.,inn of A-1 R -f T., v
ARWCM1560B1 L A13 SPECyPc 1 y (1y v'/ iJ/LULV
15'6" 111011 } 6'11"15
13'8"1 -�
F-,-,- _ 1114X6(Ri.
3361
=3X10 1111.5X4 1111.5X3 =5X10 m3X61111.5X3
SEAT PLATE REQ.
P"'i 11'11'T 7'2"4
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: 7.00
Risk Category: 11
FT/RT:10(0)/10(10)
Chords Tens.Comp. Chords
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE, HS
NCBCLL: 10.00
TCDL: 5.0 psf
D - E 1825 -4581 J - K
Load Duration: 1.25
BCDL: 4.2 psf
1124 -2688
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
1077 -2636
K- N
C&C Dist a: 3.80 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T4 2x4 SP M-30:
Bot chord 2x4 SP #2 :B2 2x6 SP 2400f--2.OE:
Webs 2x4 SP #3:W3, W6, W9 2x4 SP #2:
:W11 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on member
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 17.33 24.33
BC 120 0.15 11.75
BC 91 11.75 19.16
BC 120 19.26 37.85
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
38'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.621 Q 729 36
VERT(CL): 1.170 Q 386 24
HORZ(LL): 0.366 N -
HORZ(TL): 0.690 N
Creep Factor: 2.0
Max TC CSI: 0.737
Max BC CSI: 0.937
Max Web CSI: 0.943
Wgt: 229.6 Ibs
VIEW Ver: 19.01.00A.0618.16
SEAT PLATE REQ.
ft-1111)fi[t
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U i RL
B 1540 /- /- /874
/211 /264
L 1539 /- /- /872
/222 /-
Wind reactions based on MWFRS
1721 -508
B Brg Width = 8.0 Min Req
= 1.8
L Brg Width = 8.0 Min Req
= 1.8
Bearings B & L are a rigid surface.
63 0
Bearings B & L require a seat plate.
247 -266
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords
Tens. Comp.
A- B 39 0 G- H
2028 -5174
B - C 1123 -2718 H - 1
2554 -6623
C - D 1804 -4614 I - J
1008 -2112
D - E 1825 -4581 J - K
982 -2145
E - F 1956 -4593 K - L
1124 -2688
F- G 2369 -5977 L- M
39 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - V 2357 -837 R - P 27 -9
V - U 34 -12 P-0 2320 -876
T - S 3427 -992 O - N 2320 -876
S - Q 6972 -2298 N - L 2322 -874
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - V
528 -1251
S - H
992 -2725
C - T
1721 -508
H - Q
2122 -690
V- T
2649 -939
Q- R
63 0
E - T
247 -266
Q - P
2476 -814
T - U
78 0
Q-1
5170 -1695
T - F
1160 -593
P-1
468 -1360
F - S
4035 -1535
P - K
311 -564
G- S
1077 -2636
K- N
231 0
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Vedfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, P.E.
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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 3d946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
(:nnvnnht n 2016 A -i Rnnf Tnrccr_s - Rnnrndnrlinn of this domiment in anv fnrtnRonf Tma¢ec.
N ARMSCM1560BlL B01 I COM1 1 ( 3466
2544 t 16g6#� 21
IL- - 7'0"6 T 2'0"6 T2' --i 2 0.6 2'0"6
T "'' 5-4" 7,
SEAT PLATE REQ,
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: 7.00
Risk Category: II
BC: From 14 pif at 0.00 to
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL• 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
TC: 186 Ib Conc. Load at 9.06,10.27
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at -1.46 to
62 pif at
7.00
TC: From 31 plf at 7.00 to
31 pif at
12.33
TC: From 62 plf at 12.33 to
62 plf at
19.33
BC: From 14 pif at 0.00 to
14 plf at
7.03
BC: From 7 pif at 7.03 to
7 pif at
12.30
BC: From 14 pif at 12.30 to
14 plf at
19.33
TC: 254 Ib Conc. Load at 7.03
TC: 186 Ib Conc. Load at 9.06,10.27
TC: 255 Ib Conc. Load at 12.30
BC: 442 Ib Conc. Load at 7.03
BC: 111 Ib Conc. Load at 9.06,10.27
BC: 448 Ib Conc. Load at 12.30
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 12.33
BC 59 0.15 19.19
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.102 H 999 36
§fERT(CL): 0.190 H 999 24
HORZ(LL): 0.044 F - -
HORZ(TL): 0.082 F
Creep Factor: 2.0
Max TC CSI: 0.665
Max BC CSI: 0.992
Max Web CSI: 0.233
Wgt: 81.2 lbs
VIEW Ver: 19.01.00A.0618.16
SEAT PLATE REQ.
I
N
N
sjI Y
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1723 /- /- /- /834 !-
E 1630 /- /- /- /772 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
E Brg Width = 8.0 Min Req = 1.9
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp. Chords Tens, Comp.
A - B 39 -26 C - D 1303 -2743
B - C 1496 -3090 D - E 1507 -3099
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2681 -1284 G - F 2705 -1287
H - G 2705 -1287 F - E 2693 -1296
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 594 -74 F - D 612 -80
C -F 46 -19
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 CO 20% AA Rnnf Tmssas - Ranrndnntina of this dnnimnnt in anv form. is nrnhihited mthniJ tha wdHan rw mainn of AA Rnnf Tnresas
19'4°
114
448#
111#
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, HS
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.102 H 999 36
§fERT(CL): 0.190 H 999 24
HORZ(LL): 0.044 F - -
HORZ(TL): 0.082 F
Creep Factor: 2.0
Max TC CSI: 0.665
Max BC CSI: 0.992
Max Web CSI: 0.233
Wgt: 81.2 lbs
VIEW Ver: 19.01.00A.0618.16
SEAT PLATE REQ.
I
N
N
sjI Y
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1723 /- /- /- /834 !-
E 1630 /- /- /- /772 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
E Brg Width = 8.0 Min Req = 1.9
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp. Chords Tens, Comp.
A - B 39 -26 C - D 1303 -2743
B - C 1496 -3090 D - E 1507 -3099
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 2681 -1284 G - F 2705 -1287
H - G 2705 -1287 F - E 2693 -1296
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 594 -74 F - D 612 -80
C -F 46 -19
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 CO 20% AA Rnnf Tmssas - Ranrndnntina of this dnnimnnt in anv form. is nrnhihited mthniJ tha wdHan rw mainn of AA Rnnf Tnresas
1 russ 1 ype Uty Ply 07/13/2020
ARMSCM1560BlL (B02 I HIPS 11 11 I 3470
9' 1'4"
%5X6(CR) T2 XD(R)
8'7"12 -{
Loading Criteria (psf)
TOLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 7.00
Des Ld: 37.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
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: 4.2 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
Lumber
Top chord 2x4 SP M-30 :T2 2x4 SP #2:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 10.33
BC 83 0.15 18.89
Apply purlins to any chords above or below fillers
at 24" CIC unless shown otherwise above.
=bXb IIII.bx;5
18'11"12
Code / Misc Criteria
Defl/CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
TPI Std: 2014
VERT(LL): 0.028 G 999 36
Rep Factors Used: Yes
VERT(CL): 0.072 G 999 24
FT/RT:10(0)/10(10)
HORZ(LL): 0.016 G - -
Piate Type(s):
HORZ(TL): 0.040 G
WAVE
Creep Factor: 2.0
Max TC CSI: 0.723
Max BC CSI: 0.968
Max Web CSI: 0.090
Wgt: 75.6 lbs
VIEW Ver: 19.01.00A.0618.16
Wind
Wind loads based on MWFRS with additional C&C member design.
=3X4(B1)
SEAT PLATE REQ.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
B 818 /- /- /470 /358 /142
E 719 /- /- /379 /303 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 3.8 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 39 0 C- D 494 -824
B - C 436 -1030 D - E 455 -1033
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 821 -270 F - E 821 -269
G - F 824 -269
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - G 237 -90 F - D 237 -82
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOD 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 Rama Pranav Krislam, 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 #88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
(',. v inhf n 201E A -i Rnnf Tnissas– RenrnAllMlnn of ihis Anraimnnt. in anv fnnn. is nrnhihil.d wilhnut tha wnftP nvnni,cm of A-1 Rnnf T.,-.,.
ARMSCM1560Bl L
N
in
=3X4(A1) BB
ys A /its
B03 ISPEC
9,8„
9'3"12 ft!
D= -4X4
12
6 F,—,- t
1111.5X3 C E 1111.5X3 1_0
m
in
F=3X4(B1)Pi
gT5
1
I H G
=3X4 =3X4 =3X4
SEAT PLATE REQ.
Loading Criteria (pst)
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: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Max BC CSI: 0.975
Load Duration: 1.25
BCDL: 4.2 psf
Max Web CSI: 0.231
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Wgt:85.4lbs
Loc. from endwall: not in 9.00
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 D - E 612 -1230
GCpi: 0.18
B - C 515 -1301 E - F 499 -1251
Wind Duration: 1.60
C - D 630 -1287
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 110 0.15 18.89
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
SEAT PLATE REQ.
18'11"12
2530
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
VERT(LL): 0.047 G
999 360
Loc R+ J R- J Rh / Rw /U / RL
VERT(CL): 0.088 G
999 240
B 818 /_ /_ /468 /357 /151
HORZ(LL): 0.019 G
-
F 719 /- /- /377 /302 /-
HORZ(TL): 0.036 G
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.362
F Brg Width = 3.8 Min Req = 1.5
Max BC CSI: 0.975
Bearings B & F are a rigid surface.
Max Web CSI: 0.231
Bearings B & F require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:85.4lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 D - E 612 -1230
B - C 515 -1301 E - F 499 -1251
C - D 630 -1287
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-1 1114 -407 H - G 693 -209
1- H 693 -209 G - F 1062 -392
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-1 245 -253 D - G 483 -217
I - D 547 -238 G - E 240 -235
**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 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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:nnvnnhf t7 2n7fi A-1 Rnnt Tnicsp_v – RcnmAnrlinn of thio tlnra�mfinf in fine forth. in nmhihitmn W1hnmt thn wnftnn —1—inn of AA Rmf TmIC
.1 bb
ARMSCM1560B1L ( C01 I HIPMyPc I 1ty I
1y I U//16/ZULU 2572
4094 !{ 186#
16t
�'--7,0"6 i 2.0.6 2- 11"
F- 7' i 4'11'12 -�
SEAT PLATE REQ. SEAT PLATE REQ.
11'11"12
1'5"9-'1
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form,
verify, design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon 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.
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4 11# +
582# 111#
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.029 F 999 360
Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Varies by Ld C %0ERT(CL): 0.053 F 999 240
B 1027 /- !- !- /509 /-
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.009 E - -
E 1370 /- /- /- /675 /-
EXP: B Kztfight NA
37.00
Plate Type(s):
HORZ TL 0.017 E
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
NCBDes CLLd:
: 1 TCDL: 5.0 psf
Load
Max TC CSI: 0.769
E Br Width = 3.8 Min Re 1.6
g q =
Du
Load Duration: 1.25 BCDL: 4.2 psf
on:
Bearings B & E are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.977
Bearings B & E require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.385
Loc. from l: not in 4.50
Maximum Top Chord Forces Per Ply (Ibs)
GCpi:
i: 0 0.. 118
Wgt: 65.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
A - B 39 -26 C - D 12 -18
Lumber
B - C 774 -1573
TOP chord 2x4 SP #2:T2 2x4 SP M-30:
Bot chord 2x6 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - F 1317 -631 F - E 1351 -637
(a) Continuous lateral restraint equally spaced on member.
Maximum Web Forces Per Ply (lbs)
Special Loads
Webs Tens.Comp. Webs Tens. Comp.
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
C - F 806 -145 D - E 252 -318
TC: From 62 pif at -1.46 to 62 plf at 7.00
C - E 762 -1625
TC: From 31 plf at 7.00 to 31 plf at 11.98
BC: From 14 plf at 0.00 to 14 pif at 7.03
BC: From 7 plf at 7.03 to 7 pif at 11.98
TC: 409 Ib Conc. Load at 7.03
TC: 186 Ib Conc. Load at 9.06,11.06
BC: 582 Ib Conc. Load at 7.03
BC: 111 Ib Conc. Load at 9.06,11.06
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 7.00 11.98
BC 101 0.15 11.98
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form,
verify, design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon 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.
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3407
.
Loading Criteria (psq Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (lbs)
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): 0.036 F
999 360 Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.067 F
999 240 B 556 A /- /366 /203 /265
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.023 F
- - E 446 /- /- /256 /236 /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.042 F
- - Wind reactions based on MWFRS
Des Ld: 37.00 Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.594
E Brg Width = 3.8 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2sf
p
"
Max BC CSI: 0.982
Bearings B & E are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings B & E require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.252
Loc. from endwall: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 58.8 lbs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 C - D 0 0
Lumber
B - C 73 -413
Top chord 2x4 SP 2400f-2.OE :T2 2x4 SP #2:
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per PI Ibs
y (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B - F 254 -167 F - E 260 -167
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
TC 24 9.00 11.98
BC 111 0.15 11.98
C - F 309 0 D - E 89 92
Apply purlins to any chords above or below fillers
C - E 304 -474
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.
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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
n
responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all 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.
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Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deli L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.011 F 999 360
Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.020 F 999 240
B 556 /- /- /363 /168 /343
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.005 E - -
E 446 /- /- /299 /267 /-
EXP: B Kzt: NA
Des Ld: 37.00 Mean Height: 25.00 ft
Plate Type(s):
WAVE
HORZ TL
( ): 0.009E
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
Max TC CSI: 0.568
E Brg Width = 3.8 Min Req = 1.5
Spacing: 24.0 ” MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.974
Bearings B & E are a rigid surface.
C&C Dist a: 3.00
Max Web CSI: 0.443
Bearings B & E require a seat plate.
Loc. from i:: not in 9.00
Maximum Top Chord Forces Per Ply (Ibs)
i: 0 0.1.18
GCpi:
Wgt: 61.6 lbs
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 C - D 60 -102
Lumber
B - C 90 -625
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B - F 495 -299 F - E 493 -300
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
BC 119 0.15 11.98
Apply purlins to any chords above or below fillers
F - C 238 0 D - E 166 -135
at 24" OC unless shown otherwise above.
C - E 346 -567
Wind
Wind loads based on MWFRS with additional C&C member design
Right end vertical not exposed to wind pressure.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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6'11"
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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: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
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
0.00 9.00
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: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Truss designed to support 2-0-0 top chord outlookers and cladding load not to
exceed 8.00 PSF one face and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.062 B 255 36C
§It_RT(CL): 0.058 J 275 240
HORZ(LL): -0.034 B -
HORZ(TL): 0.036 B
Creep Factor: 2.0
Max TC CSI: 0.631
Max BC CSI: 0.551
Max Web CSI: 0.353
Wgt: 91.0 Ibs
VIEW Ver: 19.01.00A.0618.16
1'gg "�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
R 938 /- /- /556 /600 /274
N 938 /- /- /463 /610 /-
Wind reactions based on MWFRS
R Brg Width = 3.5 Min Req = 1.5
N Brg Width = 3.5 Min Req = 1.5
Bearings R & N are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 82 0 F- G 346 -73
B - C 121 -53 G - H 296 -83
C -D 137 -33 H-1 115 0
D -E 265 -126 I -J 102 -18
E- F 368 -109 J- K 82 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
T -S 78 -67 P -O 165 -119
S -R 78 -66 O -N 165 -119
R -Q 165 -119 N -M 56 -30
Q -P 165 -119 M -L 58 -31
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - T 267 -158 F - W 127 -245
D - R 527 -406 X - N 160 -260
R - U 113 -244 N - H 530 -406
V - F 104 -252 J - L 276 -156
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
C - S 57 -63 W - G 167 -160
U -Q 175 -165 O -X 147 -165
E -V 188 -160 M-1 59 -71
P - F 112 -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 TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon 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 -i.
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Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
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): -0.027 F 592 360
Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.038 F 419 240
J 454 /- /- /362 /199 /172
BCDL: 7.00 Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.014 F - -
1 454 /- /- /262 /96 /-
EXP: B Kzt: NA
Des 37.00
Plate Type(s):
HORZ(TL): 0.019 F
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
J Br Width = 3.5 Min Re 1.5
9 q =
CLLd:
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.434
1 Brg Width = 3.5 Min Req = 1.5
Load Duration: 1.25 BCDL: 4.2 psf
”
Max BC CSI: 0.464
Bearings J & I are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: > 2h
C&C Dist a: 3.00 ft
Max Web CSI: 0.195
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 65.8 Ibs
GCpi: 0.18
A - B 39 0 D - E 161 -44
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
B - C 60 -54 E - F 60 -23
Lumber
C - D 193 -89 F - G 39 0
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Purlins
K - J 75 -48 1- H 38 -17
In lieu of structural panels or rigid ceiling use purlins
J-1 78 -61
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
BC 75 0.00 9.00
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
B - K 167 -113 D-1 75 -125
C - J 314 -234 I - E 342 -234
Wind
J - D 82 -125 F - H 87 -66
Wind loads based on MWFRS with additional C&C member
design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 -I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): -0.011 F 933 360
Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): -0.015 F 999 240
H 304 /- /0 /225 /130 /133
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.007 A - -
G 317 /- /- /222 /86 !-
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.011 A
Wind reactions based on MWFRS
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
H Brg Width = 3.5 Min Req = 1.5
: 10.00 TCDL: 5.0 psf
NCBLoad
Max TC CSI: 0.260
G Brg Width = 3.5 Min Req = 1.5
Du
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CSI: 0.379
Bearings H & G are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Max Web CSI: 0.199
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 60.2 Ibs
GCpi:0.18
A - B 49 -91 C -D 109 -47
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
B - C 162 -83 D - E 75 -67
Lumber
Top chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (lbs)
Bot chord 2x4 SP #2
Chords Tens.Comp. Chords Tens. Comp.
Webs 2x4 SP #3
I - H 166 -157 G -F 9 -17
Purlins
H - G 80 -43
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in oc) Start(ft) End(ft)
Webs Tens.Comp. Webs Tens. Comp.
BC 97 0.00 8.08
Apply purlins to any chords above or below fillers
A - I 129 -136 C - G 99 -132
at 24" OC unless shown otherwise above.
B - H 246 -109 G - D 275 -132
H -C 128 -126 E -F 127 -133
Wind
Wind loads based on MWFRS with additional C&C member
design.
Left end vertical exposed to wind pressure. Deflection meets L/360.
Right end vertical not exposed to wind pressure.
Left and right cantilevers are exposed to wind
Left bottom chord exposed to wind.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 If 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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.nnvdnht 0 2016 A-1 Roof To..– Rnnmd-Ainn of IN., dornm-1 in anv form. is nmhihitnd Wlhmit thn vmttnn n—b—inn of A-1 Roof Tnieces
ARMSCM1560B1L I E04 ( GABLYPU 1fy ( 1y
�— 3'9"4 3'9"4 --{
12
6 F�;;- C04X10(R11
J
=3X3 I H G =3X3
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.
End verticals not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
U //"13/LULU
3456
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw /U / RL
J* 72 1- l- 139 /12 /7
O 78 /- /- /73 /35 /-
Wind reactions based on MWFRS
J Erg Width = 83.3 Min Req = -
O Brg Width = 7.2 Min Req = 1.5
Bearings J & O 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 33 -18 C -D 126 -30
B -C 126 -30 D -E 33 -18
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J-1 29 -22 H - G 29 -22
1- H 29 -22 G - F 29 -22
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
SEAT PLATE REQ.
Tens. Comp.
7VT
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
J - K
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
53 -70
PP Deflection in loc L/deft L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.001 B 999 361
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.002 B 999 241
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.001 D -
Des Ld:CL 37.00
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.002 D
Mean Height: 25.00 ft
WAVE
NCBL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.068
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
Max BC CSI: 0.027
C&C Dist a: 3.00 ft
Max Web CSI: 0.059
Loc. from endwall: not in 9.00
Wgt: 100.8 Ibs
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
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 90 0.00 7.54
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
End verticals not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
U //"13/LULU
3456
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw /U / RL
J* 72 1- l- 139 /12 /7
O 78 /- /- /73 /35 /-
Wind reactions based on MWFRS
J Erg Width = 83.3 Min Req = -
O Brg Width = 7.2 Min Req = 1.5
Bearings J & O 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 33 -18 C -D 126 -30
B -C 126 -30 D -E 33 -18
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J-1 29 -22 H - G 29 -22
1- H 29 -22 G - F 29 -22
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - J
54 -40
C - M
50 -66
J - K
54 -69
N - F
50 -66
L - C
53 -70
E - F
54 -40
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
K-1 201 -145 M - D 195 -140
B -L 195 -140 G -N 201 -145
H -C 0 -45
*"WARNING`* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing JDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 2016 A-1 Ronf TnIG . – R.nrnd-Am of Ihie d --cit. in anv fnrrn. is nmhihifed Wth-1 the wdtten nermi-1- of AA Rnnf Tniccn.¢
ARMSCM1560B1L ( GE01
EJAC
7"2
�--�— 2'0"14 --{
12
6 1111,5X38
m
'v
A Li1-era
E
111,5X4
D
SEAT P11%P T MIATEBBROPLATE REQ.
r— 1 -- j 1'8"
—�
2 4 8
2,8„
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 7.00
Risk Category: 11
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 C
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.000 C
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.105
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.029
C&C Dist a: 3.00 ft
Max Web CSI: 0.051
Loc. from endwall: not in 9.00
Wgt: 9.8 lbs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 2X4(D8R) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 32 0.00 2.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
♦ Maximum Reactions (Ibs)
Gravity
Loc R+ / R- ! Rh
2533
41
Non -Gravity
/Rw /U /RL
A 106 /- /- /37 /10 /36
D 47 /- /- /18 /-
E 84 !- /- /54 /32 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
E Brg Width = 16.0 Min Req = 1.5
Bearings A, D, & D are a rigid surface.
Bearings A, D, & D require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 25 -58
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A -C 9 -13
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B -C 110 -74
—WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon 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.
r:nnvdnht n 21116 A-1 Roof Tme-e., — Renmdnntinn of fhis dominentin nnv formis nmhihited without the written nem i -inn of A-1 Rnnf Tmcven.
ARMSCM1560BIL HIPHIPS type
Joij
ury rty
2 1 1
-25# 255#
129#
1,5,8 .-, - 2,9"15 ,--t^- 2,9"15 -' 2,8"11
D
U //13/2uzu
SEAT PLATE REQ.
I --l-11-13 -1- 9110"1
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: 7.00
Risk Category: II
TC: 255 Ib Cone. Load at 7.12
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
WAVE
C&C Dist a: 3.00 ft
Wind reactions based on MWFRS
Loc. from endwall: not in 4.50
Max TC CSI: 0.520
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 pif at -1.98 to
61 plf at -0.10
TC: From 2 plf at -0.10 to
2 plf at 9.84
BC: From 2 pif at 0.00 to
2 pif at 9.84
TC: -25 Ib Cone. Load at 1.46
Gravity Non -Gravity
TC: 129 Ib Cone. Load at 4.29
VERT(LL): 0.021 F 999 360
TC: 255 Ib Cone. Load at 7.12
B 321 /- /- /- /258 /-
BC: 10 Ib Cone. Load at 1.46
§tRT(CL): 0.053 F 999 240
BC: 86 ib Cone. Load at 4.29
HORZ(LL): 0.009 F - -
BC: 155 Ib Cone. Load at 7.12
Plate Type(s):
Purlins
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.
2590
i 86# 4
10# 155#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in Joe L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.021 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /258 /-
Rep Factors Used: Varies by Ld C
§tRT(CL): 0.053 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.009 F - -
E 331 /- !- !- /133 /-
Plate Type(s):
HORZ(TL): 0.022 F
D 68 /- /- /- /55 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.520
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.619
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.264
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 39.2 lbs
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 19 -13 C -D 50 -66
B - C 400 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 487 -352 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 382 -529
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Convrnht n 2016 A-1 Roof Tni-ne - Renmdunlinn of Ihit donnment in aev forn. is nmhihited without the wdtlen nennirsinn of A-1 Ronf Tnjcaes
ARMSCM1560Bl L HJ7A
V
� 'y I r-ry
1 1
-254 101# 146#
I-- 1'5'8 -�- 2'9"15 1-'i- 1'7" 1 2' 127# # 10 8 + 110"2 -{
D
SEAT PLATE REQ.
I--1'11"13 }- 9110"1 -t
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: 7.00
Risk Category: II
TC:
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
127 Ib Conc. Load at 7.12
C&C Dist a: 3.00 ft
TC:
Loc. from endwall: not in 4.50
GCpi: 0.18
10 Ib Conc. Load at 1.46
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC:
From 61 pif at -1.98 to
61 pif at 1.46
TC:
From 31 pif at 1.46 to
31 pif at 9.84
BC:
From 7 plf at 0.00 to
7 pif at 9.84
TC:
-25 Ib Conc. Load at 1.46
TC:
129 Ib Conc. Load at 4.29
TC:
101 Ib Conc. Load at 5.87
TC:
127 Ib Conc. Load at 7.12
TC:
146 Ib Conc. Load at 7.99
BC:
10 Ib Conc. Load at 1.46
BC:
86 Ib Conc. Load at 4.29
BC:
62 Ib Conc. Load at 5.87
BC:
77 Ib Conc. Load at 7.12
BC:
88 Ib Conc. Load at 7.99
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 99 0.15 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
+ 86# + 77# +
10# 62# 88#
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/deft L/#
VERT(LL): 0.032 C 999 36,
€tRT(CL): 0.057 C 999 24,
HORZ(LL): 0.008 C -
HORZ(TL): 0.014 C -
Creep Factor: 2.0
Max TC CSI: 0.554
Max BC CSI: 0.993
Max Web CSI: 0.680
Wgt: 49.0 Ibs
VIEW Ver: 19.01.00A.0618.16
2569
10 a
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
G 640 /- /- /- /465 /-
E 471 /- /0 /- /173 /-
D 223 /- /- /- /181 /-
Wind reactions based on MWFRS
G Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39-27 C -D 121 -150
B - C 822 -1065
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 1044 -756 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 784 -1082
*'WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 If 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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-n.ht a) 201E A-1 Rmf T-.. - Ramndn Jinn M Ihi., m anv form. ix nrnhihifnd without the. wnftnn nr:rrnistinn M A-1 Rnnf Tri-.,
ARMSCM1560B1 L HJ7B HIP_ - 3463
T
d'3
-25# 260#
140#
E-- 1,5,8 -�- 2'9"15 --- - 2'9"15 -- t 2'8"11 _--�
0
SEAT PLATE REQ.
1'11"13 1 9110"1
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: 7.00
Risk Category: II
Rep Factors Used: Varies by Ld C
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Wind reactions based on MWFRS
C&C Dist a: 3.00 ft
Max TC CSI: 0.533
Loc. from endwall: not in 9.00
GCpi: 0.18
E Brg Width = 1.5 Min Req = -
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 pif at -1.98 to
61 pif at -0.10
TC: From 2 plf at -0.10 to
2 pif at 9.84
BC: From 2 plf at 0.00 to
2 plf at 9.84
TC: -25 Ib Cone. Load at 1.46
Loc R+ / R- / Rh / Rw / U / RL
TC: 140 Ib Cone. Load at 4.29
Rep Factors Used: Varies by Ld C
TC: 260 Ib Cone. Load at 7.12
FT/RT:10(0)/10(10)
BC: 10 Ib Cone. Load at 1.46
E 337 /- A A /139 /-
BC: 86 Ib Cone. Load at 4.29
HORZ(TL): 0.022 F
BC: 153 Ib Cone. Load at 7.12
WAVE
Purlins
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.
4 86# 4
10# 153#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in Joe L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.021 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 321 /- /- /- /264 A
Rep Factors Used: Varies by Ld C
§PERT(CL): 0.053 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.009 F - -
E 337 /- A A /139 /-
Plate Type(s):
HORZ(TL): 0.022 F
D 69 A A /- /57 A
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.533
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.618
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.274
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 39.2 lbs
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 19 -13 C -D 52 -67
B - C 419 -513
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 505 -369 F- E 0 0
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
C - F 401 -548
*'WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e, Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerm
responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -t.
(:onvrinht n 2n1a A.1 Roof Tni.%. � - Ronrod-Dion of this d-u-nt in anv Co-. N nmhihitad without the written nannievnn of AA Roof To-
JVU
ARMSCM1560BlL HJ7I IUJJP
IIUJJ 1yNc terry r-ly
HIP_ (1 1
VIII /GUG
-25# 255#
129#
2'9"15 -i-- 2'9"15 ----- 2'8"11 -�
19
SEAT PLATE REQ.
E-- 111"13 - -1- 9110"1 _1
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: 7.00
Risk Category: II
TC: 255 Ib Cone. Load at 7.12
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
WAVE
C&C Dist a: 3.00 ft
Wind reactions based on MWFRS
Loc. from endwall: not in 4.50
Max TC CSI: 0.520
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 pif at -1.98 to
61 plf at -0.10
TC: From 2 plf at -0.10 to
2 plf at 9.84
BC: From 2 plf at 0.00 to
2 plf at 9.84
TC: -25 Ib Cone. Load at 1.46
Gravity Non -Gravity
TC: 129 Ib Cone. Load at 4.29
VERT(LL): -0.035 F 999 360
TC: 255 Ib Cone. Load at 7.12
B 321 A /- A /320 /-
BC: 10 Ib Cone. Load at 1.46
ktRT(CL): 0.053 F 999 240
BC: 86 lb Cone. Load at 4.29
HORZ(LL): -0.014 F - -
BC: 155 Ib Cone. Load at 7.12
Plate Type(s):
Purlins
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.
Left bottom chord exposed to wind.
2499
d d d
86#
10# 155#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (lbs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): -0.035 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 321 A /- A /320 /-
Rep Factors Used: Varies by Ld C
ktRT(CL): 0.053 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): -0.014 F - -
E 331 A /- A /257 /-
Plate Type(s):
HORZ(TL): 0.022 F
D 68 /- /- A /45 A
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.520
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.967
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.264
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 39.2 lbs
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 19 -13 C -D 52 -66
B - C 452 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -F 487 -412 F -E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 447 -529
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Krislam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 (t7 2016 A-1 Rnof Tn,.,.,- - Renrnd.inlinn of this doc.iiment in anv fnnn. it nrnhihited withnnl the written ...nni-i.n of A-1 Rnnf T.l ...
k I ARMSCM1560Bl L I J1„
4"3
1
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: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 10 0.15 1.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
nry uaa iyNc t1rly U//7J/LULU
JACK 18 11 2593
12 C
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I
SEAT PLATE REQ.
1'5"9 — m1a— 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: 0.046
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 218 /- /- /196 /115 /57
D 5 /-14 A /19 /17 /-
C - /-40 /- /44 /50 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39 0 B -C 68 -33
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 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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:onvnohl 0 201E A-1 Roof Tom-- Re—ndndion of this d—ment in anv fom. is nmhihitod without tho wnMPn nermissinn of A-1 Roof Tocs
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ARMSCM1560BlL J1P JACK 2 1 2487
12 C
2X4(A1) B co T
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10
A D r
SEAT PLATE REQ.
1'5"9 —a 1' —�
Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
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): NA Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes VERT(CL): NA B 218 /_ /. /206 /116 /57
BCDL: 7.00Risk Category: II FT/RT:10(0)/10(10) HORZ(LL): -0.000 D D 5 /-14 /- /16 /9 /
EXP: B Kzt: NA Plate Type(s): HORZ(TL): 0.000 D C - /-40 /- /41 /54 /-
Des Ld: 37.00 Mean Height: 25.00 ft WAVE
NCBCLL: 10.00 TCDL: 5.0 psf Creep Factor: 2.0 Wind reactions based on MWFRS
Load Duration: 1.25 BCDL: 4.2sf Max TC CSI: 0.346 B Brg Width = 8.0 Min Req = 1.5
p D Brg Width = 1.5 Min Req = -
Max BC CSI: 0.043
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2 C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft Max Web CSI: 0.000 Bearing B is a rigid surface.
Loc. from endwall: Any Wgt: 5.6 lbs Bearing B requires a seat plate.
GCpi: 0.18 Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60 VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens, Comp.
Lumber
Top chord 2x4 SP #2 A - B 39 0 B - C 67 -33
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purlins B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 10 0.15 1.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 If 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 n 2016 A-1 Roof Tmcsys — Ronrndnotion of this do ,mnnt in anv form Roof Tnic¢ac.
ARMSCM1560B1L ( J3J,
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SEAT PLATE REQ.
1 r5rt9 o l a 31 "1
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: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
EXP: B Kzt: NA
Plate Type(s):
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
U/r IalLULU
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Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc L/deft L/# Gravity Non -Gravity
VERT(LL): NA I Loc R+ / R- / Rh / Rw /U / RL
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.389
Max BC GSI: 0.064
Max Web CSI: 0.000
Wgt: 11.2 Ibis
VIEW Ver: 19.01.00A.0618.16
B 233 /- /- /179 /93 /109
D 43 !- /- /20 /-
C 64 /- /- /34 /56 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39 0 B -C 29 -87
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 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 n 201a A-1 Ronf inlssps - Rpnrndnrlinn of this dnraimpnt. in — fnnn. is nrohihitad without the wn"pn npimissinn of A-1 Rnnf Tnissps.
Jou UJJ
ARMSCM 1560B1 L J3A
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6"5
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: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 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
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 30 0.09 2.65
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
1 I UJ, I yfre
JACK
3X4(B1)
eLy 1 rry
1 1
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U// IJ/LULU
T
SEAT PLATE REQ.
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.
217" 12 N
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 B
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.064
Max Web CSI: 0.000
Wgt: 9.8 Ibs
VIEW Ver: 19.01.00A.0618.16
3434
AI
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
A 105 /- A /61 /20 /67
C 43 /- /- /20 /- /-
B 76 /- /- /46 /67 A
Wind reactions based on MWFRS
A Brg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A - B 34 -96
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 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Cnnvnnht (0 2016 A-1 Ronf Tni.son – Renrtulnntion of this donument, in anv form ie nrohihited Win -t the.6ttnn —i -ion of A-1 Roof To—,
aonI russ I russ type IllyPly 07/13/2020
ARMSCM1560BlL I J3P I JACK 2 1 ( 2490
IN
T
SEAT PLATE REQ.
�--- 1'5"9
3' -1
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loc R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 233 /- /- /215 198 /109
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 D
D 43 /- /- /58 /30 A
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ( TL )� 0.001 D - -
/-
C 64 /- 137 /55 /-
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 psf
Max TC CSI: 0.346
B Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CSI: 0.065
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: Any
Wgt: 11.2 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
I Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A -B 39 0 B -C 29 -93
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purlins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 34 0.15 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
-WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdstam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Con mht n 2n16 A-1 Roof Tmsxos – Roorodnntinn of this do-mnnt in anv form. is nrohihited wilhnnt tho writtnn nr?noiscion of A-1 Roof Tmxsos.
ARMSCM1560BlL J5
JACK
6y 1y
L
SEAT PLATE REQ.
�--- 1'5"9 + 5'
Loading Criteria (psq
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.004 D
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.008 D
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.339
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.218
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Loc. from endwall: not in 4.50
Wgt: 18.2 Ibs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
2599
.N
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 299 /- !- /213 /106 /161
D 77 /- /- /36 /-
C 127 !- /- /75 /107 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39 0 B -C 57 -107
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 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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Il
ARMSCM1560B1 L J5A JACKY�c 1 y 11y
C
SEAT PLATE REQ.
�--- 1'5"9
4'1"7
2536
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
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): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 269 /- / /197 /99 /138
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.002 D - -
D 62 /- !- /29 !- /-
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.004 D
C 101 /- /- /58 /85 /-
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: 0.228
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
"
BCDL: 4.2 psf
Max BC CSI: 0.142
D Brg Width = 1.5 Min Req = -
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 16.8 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - B 39 0 B - C 45 -89
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purlins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 48
0.15 4.12
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wdting by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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ARMSCM1560BlL J5B JACa KiyPc ty (1 1 I ¢3437
3X4(8 1)
n
SEAT PLATE REQ.
1a 47"12 ---i
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.005 B
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.007 C
Des Ld: 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.372
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.210
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Loc. from endwall: not in 4.50
Wgt: 15.4 lbs
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 54 0.09 4.65
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
M
CO
P
N
♦ Maximum Reactions (Ibs)
Gravity
Loc R+ / R- / Rh
Non -Gravity
/Rw /U /RL
A 181 /- /- /106 /40 /119
C 76 /- /- /37 /-
B 133 /- /- /81 /114 /-
Wind reactions based on MWFRS
A Erg Width = 3.8 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A -B 59 -111
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' 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 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 Rama Pranav Kristam, 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 488906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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dooi cuss I russ I ype c ity I-ly 07/13/2020
ARMSCM1560BIL J5P I JACK 2 1 I 2493
T
C
SEAT PLATE REQ.
VY9 - I 5'
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.004 D
Des Ld: 37.00
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.008 D
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.331
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.279
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Loc. from endwall: not in 4.50
Wgt: 18.2 lbs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 299 /- /- /276 /114 /161
D 77 /- /- /110 /58 /-
C 127 /- /- /81 /105 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39 0 B -C 57 -118
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 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 Rama Pranav Kdstam, 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 If 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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ARMSCM1560BlL J5P
9.1
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JACK
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2 1 1
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U1/1;i/LULU
SEAT PLATE REQ.
f -- VY9 -1-^ 5'
2493
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/deft L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 299 /_ /- /276 /114 /161
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.004 D
D 77 /- /- /110 /58 /-
DesEXP: B Kzt: NA
37.00
Plate Type(s):
HORZ TL 0.008 D
( )
C 127 /- /- /81 /105 A
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
NCBCLLd:
: 1 TCDL: 5.0 psf
Max TC CSI: 0.331
B Brg Width = 8.0 Min Req = 1.5
Load Du on:
Load Duration: 1.25 BCDL: 4.2 psf
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
"
Max BC CSI: 0.279
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 18.2 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A - B 39 0 B - C 57 -118
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purlins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 58 0.15 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member
design.
Left bottom chord exposed to wind.
..WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kdstam, 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 Feld 488906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
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 Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
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ARMSCM1560BlL J7
I FUSS Iype
EJAC
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C
SEAT PLATE REQ.
�— 1'5'9 1 7'
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HCRZ(LL): 0.014 D
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.027 D
Des 37.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL• 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 4.2 psf
Max TC CSI: 0.704
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.449
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Loc. from endwall: not in 4.50
Wgt: 23.8 lbs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
2602
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 371 /- /- /254 /122 /213
D 111 !- !- /54 /-
C 186 /- /- /112 /155 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 39 0 B -C 83 -138
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 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 Rama Pranav Krislam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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 n 201E AA Roar Tnisse-S- R—odurtinn of this Anenmxnt in anv form. is nrohihiisd withnut thn wnnsn nermisshn of A-1 Rnnf Tnicsnc.
ARMSCM1560BlL I J7C
e,.„ r,N.
EJAC
6y I1y
101
SEAT PLATE REQ.
f --- 1'5"9 --1 27'10 -j- 4'4"6 �{
3368
A 1
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
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): 0.120 F 684 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.222 F 370 240
B 371 /- t- /254 /122 /213
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.050 G - -
E 107 /- /- /54 /1 /-
Des Ld:CL 37.00
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.092 G
D 184 I- /- /112 /150NCB/-
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
ton:
BCDL: 5.0 psf
Max TC CSI: 0.669
B Brg Width = 8.0 Min Req = 1.5
Load Du:
Load Duration: 1.25
"
BCDL: 4.2 psf
Max BC CSI: 0.418
E Brg Width = 1.5 Min Req = -
Spacing: 24.0
MWFRS Parallel Dist: 0 to h/2
D Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.206
Bearing B is a rigid surface.
Loc. from endwall: not in 9.00
Wgt: 28.0 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 I
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A -B 39 0 C -D 82 -130
Bot chord 2x4 SP #2
B - C 0 -213
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
Plating Notes
Chords Tens.Comp. Chords Tens. Comp.
All plates are 1.5X3 except as noted.
B - F 98 -107 G - E 0 0
Purlins
C - G 106 -89
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Maximum Web Forces Per Ply (Ibs)
Chord Spacing(in
oc) Start(ft) End(ft)
Webs Tens.Comp.
BC 30
0.15 2.49
BC 66
2.49 7.00
G - F 51 21
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties 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 n.ht n 201a A-7 in anv form. is nrohihited Wthnnf the? wditnn nnnnicainn of A-1 Ronf Tmtsnr,
IARMSCM1560B1L RP
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EJAC
Ufty Yry U//lJ/LULU
5 1
C
SEAT PLATE REQ.
f —" 1'5"9 + 7,
2496
Loading Criteria (psfl Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
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): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): NA
B 371 /- /- /343 /135 /213
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.014 D
D 111 /- /- /161 /86 /-
EXP: B Kzt: NA
Des Ld:CL 37.00
Plate Type(s):
HORZ(TL): 0.027 D
C 186 /- /- /121 /152NCB/-
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
: 1 TCDL: 5.0 psf
Max TC CSI: 0.704
B Brg Width = 8.0 Min Req = 1.5
Load Du on:
Load Duration: 1.25 BCDL: 4.2 psf
"
Max BC CSI: 0.594
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.5 Min Req = -
C&C Dist a: 3.00 ft
Max Web CSI: 0.000
Bearing B is a rigid surface.
Loc. from endwall: not in 4.50
Wgt: 23.8 lbs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 I
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A - B 39 0 B - C 83 -154
Bot chord 2x4 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Purlins
Chords Tens.Comp.
In lieu of structural panels or rigid ceiling use purlins
B - D 0 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Port Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Convdnht n 2016 AA Roof Tn..,.,-- Renrod,intion of thii dmineentin anv toneis nrnhihited without the written nonniesinn of A-1 Roof Tmasac.
ARMSCM1560B1L
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emery I rIy
1 1
15—�--- -- 3,3n9 1 — 2'0"1 --{
12 B; 5X6 1112X4 C
i - 5'10"9
I 57"1 p" 1
)E
UIt 1014U4U
T
901
2584
�f
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (lbs), 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): 0.070 B
987 360
Loc R+ / R- / Rh / Rw /U / RL
E* 76 /- /- /40 /16 /10
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.133 B
519 240
BCDL: 7.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.027 B
- -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.052 B
- -
E Brg Width = 70.6 Min Req = -
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: 4.2 psf
Max TC CSI: 0.379
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.357
Chords Tens.Comp. Chords Tens. Comp.
A - B 35 -109 B - C 54 -47
C&C Dist a: 3.00 ft
Max Web CSI: 0.278
Loc. from endwall: not in 9.00
Wgt: 21.0 lbs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Chords Tens.Comp.
Lumber
A -D 83 -2
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Purlins
C - D 195 -149
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 3.88 5.88
BC 71 0.00 5.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
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 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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:nnvnnht n 201e A-1 Rnnf Tn,c.,A, — Renrndnntion of thie dnnnment. in anv torn. is nrohihited withnnt the wdttnn nermicainn of A-1 Rnnf Tn
auutruss truss type
ARMSCM1560Bl L I VM02 I VAL
ABV
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: 7.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 37.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 4.2 psf
Spacing: 24.0 "
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
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(ft)
BC 75
0.00 7.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
g' 5
fly (1y I U//-13/ZuZU
7'3"10
C
7'10"9
i 5'10"4 F! '_ IV' 13 ---�
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 valley details.
Hi
Defl/CSI Criteria
PP Deflection in loc L/deft L/#
VERT(LL): -0.032 C 999 361
VERT(CL): -0.062 C 999 241
HORZ(LL): -0.023 C - -
HORZ(TL): 0.043 C
Creep Factor: 2.0
Max TC CSI: 0.365
Max BC CSI: 0.304
Max Web CSI: 0.140
2581
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw /U / RL
F* 76 /- /- /46 /15 /17
Wind reactions based on MWFRS
F Brg Width = 94.6 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A -B 71 -187 B -C 0 -48
Wgt: 28.0 lbs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp.
A - E 224 -40 E - D 226 -44
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 348 -285
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineenn
responsibility for the design of the single Truss depicted on the TDD only, under TPI -1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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—nnht n 201E A-1 Rnnf Tn,ssns– R-roduntion of this dmi,mnntin anv foro. is nrnhihitod without thn wrift- nnnnission of A-1 Rnnf Tnissns.
JOO
ARMSCM1560Bl L
I Fuss t russ I ype
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-ea
1ty my I u111WZu[u
9'3"10
r.
9'10"9
r 5'10"4 'i 4'0"5 —�
F
2578
Loading Criteria (ps0 Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
A Maximum Reactions (lbs), 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): 0.025 E
999 360 Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.048 E
999 240 F* 76 /- /- /46 /16 /17
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.007 E
- - Wind reactions based on MWFRS
EXP: B Kzt: NA
Des Ld: 37.00
Plate Type(s):
HORZ(TL): 0.013E
F Brg Width = 118 Min Req = -
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: 4.2 psf
Max TC CSI: 0.409
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.281
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 3.00 ft
Max Web CSI: 0.092
A - B 76 -233 B - C 36 -77
Loc. from endwall: not in 9.00
Wgt: 40.6 lbs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - E 258 52 E - D 265 -56
Top chord 2x4 SP #2
#2
Bot chord 2x4Maximum
Webs 2x4 SP #33
Web Forces Per PI Ibs
Y (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Purlins
B - E 310 -353 C - D 128 -80
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 9.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
`"WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bmcing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI -1.
Convrinht (c) 2nifi A-1 Rnnf Tnisses – Renrndn Ainn of this do-mentin nnv formis ornhihitsd without thn wditen nennksinn of AA Roof Tnisses.
Ijuu
ARMSCM1560Bl L
11ubb IIubtIype
VM04 VAL
-ea
1ty 11y ( Lill l6/LULU
11'3"10
r
i 11'10"9
j— 5'10"4 610"5
2575
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (lbs), 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): 0.020 E 999
360 Loc R+ / R- / Rh / Rw /U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.039 E 999
240 F` 76 /- /- /47 /16 /17
BCDL: 7.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.005 E -
- Wind reactions based on MWFRS
EXP: B Kzt: NA
Des 37.00
Plate Type(s):
HORZ(TL): 0.010 E -
- F Erg Width = 142 Min Req = -
Mean Height: 25.00 ft
WAVE
Creep Factor: 2.0
Bearing A is a rigid surface.
NCBCLL 10.00
L TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 4.2 psf
Max TC CSI: 0.614
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: h/2 to h
Max BC CSI: 0.349
Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: 3.00 ft
Max Web CSI: 0.105
A - B 89 -284 B - C 64 -110
Loc. from endwall: not in 9.00
Wgt: 47.6 lbs
GCpi: 0.18
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 19.01.00A.0618.16 Chords Tens.Comp. Chords Tens. Comp.
Lumber
A - E 296 -63 E - D 305 68
Top chord 2x4 SP #2
#2
Bot chord 2x4Maximum
Webs 2x4 SP #33
Web Forces Per PI Ibs
Y (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Purlins
B - E 353 -430 C - D 180 -144
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 11.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member
design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for valley details.
—WARNING"' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the 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 Rama Pranav Kristam, 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 # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 Sl. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI -1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. 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.—hriht n 2n1R A-1 Rnnf TmcsP_v - R—ndnrlinn of IN., doraimnnf. in anv fnrm. iz nrnhihifnd vithnnl thn wHftan nmrmicainn of AA Ronf T.-.
JUNE 20, 2019 TYPICAL HIP / KING JACK CONNECTION I STDTL01 Y
A
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 34946
772-409-1010
Attach End Jack's
w/ (4) 16d Toe Nails @ TIC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & BC
ftach Corner Jack's
t/ (2) 16d Toe Nails
@ TIC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TIC &
BC (Typ)
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucia Blvd. Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL I 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 R
24' O.C.
2X6 DIAGONAL BRACE SPACED 48'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) — 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) — 16d NAILS (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
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
— FOR WIND SPEEDS 120 MPH (ASCE 7-9B, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
— FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL I ( /
GABLE ABLE 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 /
TRUSS
UKAL
TRUSS'.
zan:�
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.
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
12/23/19 PIGGY -BACK TRUSS STDTL04.1
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
**REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS."
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-0"
MAX
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.1 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) l 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.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL - SHEATHED
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FOI
GENERAL SPECIFICATIONS:
STDTL05
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.
-E END, COMMON
3S, OR GIRDER TRUSS
DETAIL A
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
TRUSS CRITERIA:
SECURE VALLEY TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6" O.C.
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5')
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS,
DETAIL A
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
FEBRUARY 5, 2018 ( TRUSSED VALLEY SET DETAIL ( STDTL06
GENERAL SPECIFICATIONS:
AWWX
A�
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.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD. GABLE END, COMMON
FORT PIERCE, FL 34946 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
TRUSS, OR GIRDER
772-A09-1010 TRUSS 7
SECURE
W/(
VALL YTMC
RUA) I� II I tl II II II IIASE TRUSSES
V 1— i n l L r.%
(NO SHEATHING) N.T.S.
GABLE END, COMMON
TRUSS, OR GIRDER
P F-12 VALLEY TRUSS TRUSS
(TYPICAL)
SEE DETAIL "A"
BELOW (TYP.)
Rama Pranev Kristam, P.E.
# 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
WIND DESIGN PER ASCE 7-96, 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.
Rama Pranev Kristam, P.E.
# 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
'JULY 17, 2017 I 1 1 ` (HIGH WIND VELOCITY) ^FL I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772109.1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-I
WIND DESIGN PER ASCE 7-10: 170 MPF
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 UNG— -111 i I-- -U.. —
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.
rCLIP MAY BE APPLIED
TO THIS FACE NON -BEVELED I MAXIMUM 6/12 PT CHH TO A NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 612 (MAXIMUM
1212 PITCH)
Rama Pranav Kristam, P.E.
d 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
STANDARD GABLE END DETAIL
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.
VERTICAL
2X6 SP OR SPF
STUD#2
DIAGONAL
DIAGONAL
BRACE
(4) - 16d
10d
NAILS
16d NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
SPACED 6. O.C.
(2) lOd NAILS
INTO 2X6
2X6 SP OR
SL'B
SPF #2
2X4 SP OR
SPF #2
TYPICAL HORIZONTAL
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
BRACE NAILED TO
AT 4'-0'D.C.
2X4 VERTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
Imo® SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS 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, ROOF
B 3X4= PLYWOOD SHEATHING TO SHEATHING
2X4 STD SPF BLOCK
* DIAGONAL BRACING ** L - BRACING REFER
/
REFER TO SECTION A -A TO SECTION B -B 24' MAX. (J
f
OT
/
/
DIAGONAL
(2) DIAGONAL
BRACES AT
1.GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
MINIMUM
10d
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX.
NAILS
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
1/3 POINTS
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
'
SL'B
4. ACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
TRUSSES @ 24' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
/
AT 4'-0'D.C.
3-8-10
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
_ TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5)
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAG. BRACE
10d NAILS.
S. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
5.4-12
TRUSSES. IF NEEDED
2x4 SP #2
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
2X4 SP #2
BY SPIB/ALSC.
3.6.11
MINIMUM STUD
STUD
WITHOUT
2X4
DIAGONAL
(2) DIAGONAL
BRACES AT
SIZE SPECIES
SPACING
BRACE
L - BRACE
BRACE
1/3 POINTS
AND GRADE
MAXIMUM STUD LENGTH
2X4 SP #31 STUD
12" O.C.
3-8-10
5.6.11
6.6.11
11.1-13
2X4 SP #31 STUD
1 16" O.C.
3-3.10
4-9-12
6-6-11
9-10.15
2X4 SP #31 STUD
24" O.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
2X4 SP #2
24" O.C.
3-1.4
3-11-3
6-2.9
9-3.13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T -BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS G' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C -
ASCE 7-10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
END WALL
Rama Pranav Kristam, P,E.
488906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
T -BRACE / I—BRACE DETAIL
FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09
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 34846
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
SPACING
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
I—BRACE
NAILS
WEB
T—BRACE
SECTION O E T A I L S_n1e Pranav Kristam, P.E.
a 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS ( STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
."
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.
4489 ST. LUCIE BLVD.
FORT PIERCE, FL 34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772.409.9090 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS
FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY
CONNECTED, BY OTHERS, AT THE ENDS.
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (00 NOT
USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO TOP CHORD NAILS (0.131' X3') NAILS (0.131' X 3'). ATTACH TO VERTICAL
NAILS WITH (
X3)
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
USE METAL FRAMING
ANCHOR TO ATTACH
TO BOTTOM CHORD
TRUSS
ATTACH TO VERTICAL
WEB WITH (3) - 10d
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 7) IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0.131' X 3')
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 STRDNGBACK (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)
Rama Pranav Kristam, P.E.
488906
4451 St, Lucie Blvd, Suite 201
FEBRUARY 17,2017 1 LATERAL TOE -NAIL DETAIL I STDTLII
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34948
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 NDS 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
F6
.128
74.2
67.9
58.9
57.6
50.3
0
.131
75.9
69.5
60.3
59.0
51.1
p
J
N
.148
81.4
74.5
64.6
63.2
52.5
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 64.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30° TO 60°
45.00°
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
I NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
-I NEAR SIDE
i NEARSIDE
NEAR SIDE
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
-I NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30° TO 60°
45.00'
29
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL I STDTL12
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772409-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
TOE—NAIL WITHDRAWAL VALUES
PER NDS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
Lo
.131
59
46
32
30
20
z
J
.135
60
48
33
30
20
.162
72
58
39
37
25
J
_
0
.128
54
42
28
27
19
z.131
Z
Z
O0
55
43
29
28
19
W
.148
62
48
34
31
21
—I
J
N
d
�
Z
.120 51
39
27
26
17
0
Z
.128 49
38
26
25
17
O
.131 51
39
27
26
17
J
.148 57
44
31
28
20
t+7
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30° WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE
MEMBER END AS SHOWN.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION.
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
**• USE (3) TOE -NAILS ON 2X4 BEARING WALL
+*+� USE (4) TOE -NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S)
SIDE VIEW
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
(L
NAIL
NAIL
Rama Pranev Kristam, RE.
88906
END VIEW
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYP 2x2 NAILER ATTACHMENT I STDTL13
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
T' •' LOAD: 55 • '•• •.• 170 • ASCE
7-10, 29'-0" Mean Height, Exp. B, C • D.
1.0x4
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
�Ort fierce, 1- L J4Sb
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
UPLIFT CONNECTION
(SEE ROOF TRUSS)
12
VARIES
STDTL14
(4) 12d
MAX 3011(21-611)
2x6 #2 SP (Both Faces)
2411 o.c.
Rams Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd. Suite 201
Fort Pierce, FL 34946
f
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 1S% 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
48"
3657
5485 3346
5019
2829
4243
2898
4347
DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' D.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER END DISTANCE.
THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12'. (C=PLATE LENGTH FOR SPLICE REPAIRS)
THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L = (2) X + C
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 S" 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. anav Kristam, P.E.
5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. Rama Pr#avKri
6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. 4451 St. Lucie Blvd, Suite 201
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTLI6
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
111111*3
1. ATTACH 2X -SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.14B' DIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
IMPORTANT
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 40') SPACED 24'
D.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 GRADESI
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946