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HomeMy WebLinkAboutTruss6ulRluu9d '/4uno:913n1 'IS
61OZ 9 1 add
98'8"-
248 17 8
" � 12'8"—
23'11 2612"
H N N N N N N N N N N N
a o 0 0 0 0 0 0 0 0 0 0
NOTE: BLDR. TO SCAB x x x x x x x x x x x x
OVERHANG IN FIELD.
*NOTE: ALL TRUSS TO WALLAND/OR TRUSS TO
NC=:HEIrLHGT'SVARY DUE TO LEDGER CONNECTIONS BY BUILDER
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d E c o9�cr
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* NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW < o nY v 'a
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CUT QVH DESIGNER IS REPSONSIBLE FOR THE STRUCTURAL ow 8,,' z � W S 9 2
'A =',..c E U.L.. a A F
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DIVIDUALTRUSS ENGINEERING DRAWINGS FOR ¢ 9
TYPICAL ENDDETAIL I o> N a a E c
�RAVITYAND UPLIFT LOADS. & L ou t 6 2 N 8
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* NOTE: UPLIFT CONNECTIONS FOR ALL COMMON
a a Q o E
TRUSSES BEARING ON ANOTHER TRUSS TO BE LSTA12
m 'id.=- f—o
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STRAP (BY OTHERS) UNLESS NOTED OTHERWISE
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LOADING
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U
LIVE LOAD
20
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DEAD LOAD
10
10
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o
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00
CATEGORY II'
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BACK 3 4 FOR EXTERIOR WALL SHEATHING. m c� DEAD LOAD 10 a5 ENCLQ E s a
/ II TOTAL LOAD 4a 55 FBC - 2017 N a � a �45
B22 0
N c� I c� EXCEPT AT GARAGE TRUSSES. N o L of° a L a
B21 I I Z I i I U� N z DURATION FACTOR 1.25 1.00 TPI - 2014 a.°
U N I i U i I U i RE DATE BY REMARKS y Q
Bzo ',� Q' o E E D I NOTE. ALL LEVEL RETURNS 3 `
O y a o L
cJ1 ARE REQUIRED BY BUILDER. ---/--/--- - Y nE 8 a N
N Ili, O I. I O li _ c����w
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ATTCAREA I , - � � �' ti _ems D
B17 p; 11 - ti ti - o� m
i—, ,--, �, �, i—, �-. '—. �, r o
FORA/ UNI c I I �. E02 s� --- - - --/-- - —
o N I B DR. TOIVERZFY LOCATION 1 /
F PLUMBING CHASES. = c i ° a E'L
9� w
s�
B16 A E02 ? ---/--/---- - N d r a w o
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10' -8' "8— N = I I o N C01G
B15 `° I I F+ E03G
o I._ m
a
0
- - - - - - - - - N I CO2 o it is understood that above ❑APPROVED M - D L
B14 MV2 :' '" conditions have been reviewed & = L
L`
B"^ n? ta.3 o
i e I I s are acceptable for the fabrication ❑ APPROVED AS NOTEDo 3 E
N I — CO2 at trusses elevations `itches
B13
N overhangs, fasclas,celling REVISE AND RESUBMI a o o
c I c
., elevations/pitches, bearingp K E E a
N i --,r---------� -- -,
B12 I I I I I conditions &all detail pertaining ❑REJECTED L o P W o 7, c o
N l to this truss placement plan. No o o = o
I I HOLD HGR. B Q o a o a a=
2 2 2 2 2 2 2 2 2' N I CO2 back charges will be accepted o a E°__ �°
B11G I I I I UP 1-1 2 DATE �°.
M s without previous written approval
CG " CO2
14 2
rn.� .. ma..=. =..w
B10; s B10A s = STA1R'613LNIIVG B10B ">P _
:. i N. representative. c ,m
m �.u_:—.--- - s 9 REVIEWED BY a ro ¢ p
B G71 �o I o 0 0 o I 1 1 s CO2
;'ol FFr I rF�. F E~ U ro PLAN DATE ARCH. 2/14/19 STRUCT. N/A
i.. B09G -..
_ >< ,.I N N N N N N N N.. n'
i Z2 J a N N C
M I i I ... I :. l I 'r : M B 'CO2wr-
'° I I CUSTOMER TREFELNER CONSTRUCTIONB08 L a =
NI 00 II I I II + B. 'CO2 owiY.m.E.uoi�y,.
N c I I Z I I 2 I I c o c� JOB NAME CUELLAR HOUSE
o CO2 o g m 2 Y
06
_ Tn =�@o
122 N Q I 118 I Q 122 C01G OPTION(S)
' n I '" � ' a i N N p 9 N N N C '6 C
Q.- o m.
B051,7 �� �r�
`. I I' II o o o o. o o `D o F-o' ! a C.
3 cm� �W0.a
O O COMMNTY a Cp w I d a I I I Ca Q p o Q Q Q G] Q Q I --
n I in = CORNER of ROCK RD. & HOEFFNER w o O
U� I ..__..� .._.........,.
B04G .. _A o �o w = o: 3 $
i I I I I ti <r c <n <n d r✓ m LOT # a P-- a c
, E N I I I I ' I I ! -, `S' � --• --, r-, '--.. '--, r-. i--, i--, r-, i--, Sr =«.....� eU to O N L C.
B03 d a -2 55 — � W
COUNTY ST. LUCI E ° `o v WW a a" d a
o `o. o 5p a I- c.
x B02 c m -1 - 3'6"— —48' I 3'6"--- x BLDG BLDG o WW � ° a as
a m _
L
B01�G. TYPE # N
i` N TE: IL ER O I ISH W _ R
W =ES��
^� F MI G I FO W DO JOB # 75466 MASTER N m c a m
n S a
2' 2' 2 2' 2+ 2'` 5" N N N N v N N i ��ccowoom
DRAWN SCALE W � w ❑ -`o 4 a
DATE MARCH 27' 2019 0 s' o= m m
N N N .. N N N ._.__.N......._.. N .,N N N".__. N.-._... L. . N. _.N ......�. LVA NTS z au o m u t- 0,
Y t-
O O O O O O O D O: O 6 O O O O O
U U U U U U U U U U U U U U U U °Q o m m E _
,VERIFY SPA — Q ' `p. _ L ' a
= E.. m,
312
�m o�
N N 1
19' 36' 15'8" 6' 22' l w g s«3��s E c� a Y
U ._
98'8" P^` r(C� , AFLORIDA CORPORATION N � = a 6 0 E . a a
(� Ph 772-409-1010 / Fax 772-409-1015 _ p n 5 � o
http://www.altruss.com w a ` 0 = s
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 75466
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss desigqp IuVber vC—FiL0
e t bI a by others.
t
Site Information:
Customer Info: TREFELNER CONSTRUCTION Project Name: CEULLAR HOUSE
Lot/Block: Model: CEULLAR HOUSE
Address: CNR OF ROCK RD & HOEFFNER, FT PIERCE, Fbion:
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. RECEIVED
Name: License #:
Address:
City: APR 18 2019
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Load naa�
Conditions): 5T. Lucie County, Permitting
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 63 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
9548
FG01
3/27/19
13
9895
B06
3/27/19
25
10009
B14
3/27/19
2
9540
FT01
3/27/19
14
9892
B07
3/27/19
26
10003
B15
3/27/19
3
9525
A01
3/27/19
15
9956
B08
3/27/19
27
10031
B16
3/27/19
4
19520
A02
3/27/19
16
9970
B09G
3/27119
28
10041
B17
3/27/19
5
9533
A03
3/27/19
17
9974
B10
3/27/19
29
10054
B18
3/27/19
6 .
10212
A04G
3127/19
18
9658
B 10A
3/27/19
30
10062
B 19
3/27/19
7
10226
A05G
3/27/19
19
9661
B10AG
3/27/19
31
10098
B20
3/27/19
8
9742
B01G
3127/19
20
9636
B10B
3/27/19
32 110093
B21
3/27/19
9
9745
B02
3/27/19
21
9655
B10G
3/27/19
33 110078
B22
3/27/19
10
9752
B03
3127/19
22
9980
B11G
3/27/19
34 19805
B23
3/27/19
11
9848
B04G
3/27/19
23 19992
B12
3/27/19
35 19833
B24
3/27/19
12
9862
B05
3/27/19
24
10025
B13
3/27/19
36 19827
1
B25
3/27/19
Itl Y YJJ UI aYYll IytJ� Itlltll tll IVCIl navy, utltln prepaleu uyrupine cngmeerea rroaucis, inc. unoer myairectsupeMsion bWea an the parameters proAdW byA-1 RoofTrUSSeS, Ltd.
Truss Design Engineer's Name: Anthony Tombo III
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solely forthetruss components shown.
The suitability and use of components for any particular building is the responsibility of the building
designer, perANSIMPI-1 See. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Structural Engineering Documents) provided by the Building
Designer indicating the nature and characterof the work
The design criteria therein have been transferred to Anthony Tombo @ PE by [Al Roof Trusses orspecific
location]. These TDDs (also refereed to at times as'Structural Delegated
Engineering Documents) arespeciaty structural component designs and may be part of the projects
defenedorphased submittals. As2Truss Design Engineer(ie,specialty
Englneer), the seal hem and an the MD represents an acceptance of pio lonal engineering Anthony.
responsibility forth@ design of the single Truss depicted on the MD only. The Building Designer Is
responsibleforand shall coordinate and review the TDDs for
compatibilitywith thelrwritten engineering requirements. Please review all TDDs and all related notes.
01
No '60093,
m, P.E. SERIAL # .
4d36b989999e20a51b6cde8e
Page 1 of 2
C
A-1 ROOF
TRUSSES
A FLORIDA CORPORATION
RE: Job 75466
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
These truss designs rely on lumber values established by others.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
37
9830
B26
3/27/19
75
STDL12
STD. DETAIL
3/27/19
38
10234
B27G
3/27/19
76
STDL13
STD. DETAIL
3/27/19
39
9717
B28G
3/27/19
77
STDL14
STD. DETAIL
3/27/19
40
9473
C01G
3/27/191178
1
STDL15
STD. DETAIL
3/27/19
41
9448
CO2
3/27/19
79
STDL16
STD. DETAIL
3/27/19
42
9372
CJ1
3/27/19
43
9496
D01 G
31/27/19
44
9508
D02
3/27/19
45
9512
D03
3/27/19
46
9504
D04
3/27/19
47
9389
D05
3/27/19
48
110185
E01 G
3/27/19
49
10201
E02
3/27/19
50
10204
E03G
3/27/19
51
9413
G01
3/27/19
52
9416
G02
3/27/19
53
19407
H01
3/27/19
54
9410
H02
3/27/19
55
9432
HJ14
3127/19
56
9378
HJ3
3/27/19
57
9428
J14
3/27/19
58
9375
J3
3/27/19
59
9398
K01
3/27/19
60
9401
K02
3/27/19
61
9369
MV2
3/27/19
62
9366
V12
3/27/19
63
9362
V6
3/27/19
64
STDL01
STD. DETAIL
3/27/19
65
STDL02
STD. DETAIL
3/27/19
66
STDL03
STD. DETAIL
3/27/19
67
STDL04
STD. DETAIL
3/27/19
68
STDL05
STD. DETAIL
3/27/19
69
STDL06
STD. DETAIL
3/27/19
70
STDL07
STD. DETAIL
3/27/19
'71
STDL08
STD. DETAIL
3/27/19
72
STDL09
STD. DETAIL
3/27/19
73
STDL10
STD. DETAIL
3/27/19
74
STDL11
STD. DETAIL
3/27/19
Page 2 of 2
Job
Truss
Truss Type
Qty
Ply
03/27/2019
9525
754E5 ,;�+r, �,-�
A01
GABL
1
1
2014" 204"
N�SX6
M O
L P
K C
12 J R
6 p-,- I S %3X6
_ 0o3X6G H (a) (a)
(a)
F (a) (a)
V
E
w
/ C D
113X6(E6)B
X Y
2 �3X6(E6)
Is A
AA
AV AU T AS AR AQ AP AO AN AM AL AK AJ a AH AG AF AE
AD AC AS AK'
m3X6 12X4 12X4 -3X6
SEAT PLATE REC. SEAT PLATE REC.
40'6"
Loading Criteria (pso Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions
(Ibs), or'=PLF
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES PP Deflection in IDc Udell U#
Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014 VERT(LL): 0.008 N 999 360 Loc R+ / R- / Rh
/ Rw / U
/ RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Varies by Ld C FA_:RT(CL): 0.008 M 999 240 B 444 /- /-
/372 /235
/954
BCDL: 10.00 Risk Category: 11 FT/RT:10(0)/10(10) HORZ(LL): 0.025 Y - AWM 89 /- /-
/72 /81
/-
EXP: C Kzt: NA Plate Type(s): HORZ(TL): 0.028 Y - - Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 15.41 ft WAVE
Creep Factor: 2.0 B Brg Width = 8.0
Min Req = 1.5
NCBCLL: 10.00 TCDL: 5.0 sf
p Max TC CSI: 0.607 AW Brg Width = 480
Min Req = -
Load Duration: 1.25 BCDL: 5.0 psf Bearings B & B are a rigid
" Max BC CSI: 0.B06
surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings B & B require
a seat plate.
C&C Dist a: 4.07 ft Max Web CSI: 0.229
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: Any Wgt: 305.2 Ibs Chords Tens.Comp.
Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60 VIEW Ver: 18.02.01A.0205.20 A - B 69 -2
N - O 1291
-234
Lumber B - C 622 - 8D6
O - P 1110
-177
C - D 634 -782
P - Q 932
-129
Top chord 2x4 SP #2 D - E 587 -681
Q - R 760
-116
Bot chord 2x4 SP #2
E - F 540 - 600
R - S 588
-117
Webs 2x4 SP #3
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' F - G 608 -527
S - T 416
-70
:Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500' G - H 489 -485
T - U 407
-118
H - 1 505 - 464
U - V 246
-133
Bracing 1-1
575 -443
V - W 146
-206
(a) Continuous lateral restraint equally spaced on J - K 747 -401
W - X 194
-323
member. K-L 919 -359
X-Y 224
-485
L - M 1097 - 317
Y - Z 294
- 504
Plating Notes M - N 1279 -274
Z AA 69
-2
All plates are 1.5X4 except as noted.
Maximum Bot Chord Forces Per Ply (Ibs)
Puriins Chords Tens.Comp.
Chords Tens. Comp.
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows: B -AV 656 -333
AL -AK 708
-323
Chord Spacing(in oc) Start(ft) End(ft) AV -AU 670 -328
AK-AJ 706
-322
BC 120 0.00 40.67 AU -AT 678 -327
AJ-AI 703
-320
Apply purlins to any chords above or below fillers AT -AS 685 -32B
AI AH 700
-3'19
at 24" OC unless shown otherwise above. AS -AR 690 -325
AH-AG 700
-319
AR-AQ 694 -324
AG-AF 697
-317
Loading AQ-AP 697 -324
AF-AE 692
-316
Truss designed to support 2-0-0 top chord outlookers AP -AO 697 -324
AE-AD 687
-313
and Cladding load not to exceed 8.00 PSF one face AO -AN 700 -323
AD -AC 681
-311
and 24.0" span opposite face. Top chord must not be AN -AM 704 -323
AC -AB 672
-306
cut or notched, unless specified otherwise. AM -AL 708 -323
AB- Z 655
- 302
Wind
Wind loads based on MWFRS with additional C&C Maximum Gable Forces Per Ply (Ibs)
member design. Gables Tens.Comp.
Gables Tens. Comp.
D -AV 470 -247
AK- 0 627
-474
Additional Notes E -AU 346 - 312
AJ- P 464
- 395
See STD DETAILS for gable wind bracing F -AT 345 -319
Al- Q 346
-387
requirements. G-AS - 347 -339
AG-R 347
-370
-AR 348 -355
AF-S 348
-355
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise stated
on the TDD, only Alpl
al
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
A.f) ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPFt. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Building 1s the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the
�THU55E5
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building coda and TPIA. The approval o1 the TDD and any field
on v
Anthony. Tombo III,
P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and
the Building Component Safety Information by TPI SBCA for TPI-1 defines duties Truss
# 80083
guidelines of (BSCI) published and are referenced general guidance. the responslblli0es and of the
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon to writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir
g
4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright®2016 A-1 Reef Trusses -Anthony T. Tombo III, P.E. Reproducticn of this document, in any fwm, is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E.
Fort Pierce, FL 34946
IJob Number. 75466 I Ply: 1 I SEQN: 9525 / T20 / GABL
CEULLAR HOUSE Qty: 1 FROM: DRW.
Tru53 LabeV- A01 Wgt: 305.2 Ibs Page 2 of 2 / ... 03/2712019
J -AQ
347 - 370
AE- U
347
- 339
K -AO
346 - 387
AD- V
345
- 319
L -AN
464 - 395
AC- W
345
- 312
M-AM
628 -474
, AB-X
469
-247
AL- N
157 -802
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' farm.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombe III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only All
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineed
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the
Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the
r Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1.
2016 A•1 Roof Trusses —Anthony T, Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the wi tlen permission of A-1 Roof Trusses —Anthony T. Tombo III, P.E.
�A-f ROOF
g TRU55E5
Anthony T.eTombo III, P.E.
# 80083
4451 St Lucie Blvd.
Fort Pierce, FL 34946
Job - Truss Truss Type Qty Ply 03/25/2019
75466 _ A02 COMN 4 1 9520
20'4" 20'4"
m3X4 =110308 =3X8 mHO308 -3X4
SEAT PLATE REQ. SEAT PLATE REQ.
40'8"
11�
Loading Criteria (psA Wind Criteria
Code / Misc Criteria
Def /CSI Criteria .
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.159 P 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.322 P 999 244
B 1764 /- !- /1160 /712 /477
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.059 N - -
S 1764 /- !- /1160 1712 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(fL): 0.120 N - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 15.41 ft
WAVE, HS
Creep Factor: 2.0
B Br g Width = 8.0 Min Req = 2.1
NCBCLL: 10.00 TCDL: 5.0 p sf
Max TC CSI: 0.814
S Brg Width = 8.0 Min Req = 2.1
Load Duration:1.25 BCDL: 5.0 sf
p
"
Max BC CSI: 0.962
Bearings B & S are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Bearings B & S require a seat plate.
C&C Dist a: 4.07 It
Max Web CSI: 0.979
Loc. from endwall: Any
Maximum Top Chord Forces Per Ply (Ibs)
Wgt 218.4 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 18.02.01A.0205.20
A - B 32 -1 G - H 1843 -1934
Lumber
B - C 2377 -3168 H -1 2252 -2628
C - D 2360 -2948 I - J 2231 � 2700
Top chord 2x4 SP #2
D - E 2232 -2701 J - K 2360 -2947
Bot chord 2x4 SP M
Webs 2x4 SP #3
E - F 2253 -2629 K - L 2375 -3166
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
F - G 1843 -1934 L - M 32 -1
:Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) Continuous lateral restraint equally spaced on
member.
B - R 2561 -1810 P - O 2134 -1380
R - Q 2134 -1366 O - N 2134 -1380
Purlins
Q - P 2134 -1366 N - L 2559 -1816
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 90 0.00 40.67
Apply purlins to any chords above or below fillers
D - R 527 -334 P - H 804 -709
at 24" OC unless shown otherwise above.
R - F 537 -290 H - N 536 -290
F - P 804 -709 N - J 526 - 333
Loading
P - G 1297 -1007
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
—WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the 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= A-f ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-l. The design assumptions, loading conditions, suitability and use of this Truss for any Building lathe AOTRUSSE5
Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Orl y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright®2016A.1 Roof Trusses -Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited without the written permission ofA-1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03125/2019
75466 A03 I ATIC ' 5 1 1 1
9533
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
20'4"
r%.sxe
SEAT PLATE REQ. SEAT PLATE REQ
40'8'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.41 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 4.07 ft
Loc. from endwall: not in 6.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T2, T3 2x4 SP #2:
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
:Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Puriins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 73 0.00 40.67
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
BC storage loading: LL = 30.00 psf; DL = 0.00 psf;
from 164-0 to 244-0.
Truss supports 100# meth unit; unit centered at
204-0; supported by BC; unit width 2-0-0; supported
by 2 trusses.
Wind
Wind loads based on MiNFRS with additional C&C
member design.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
50#
50#
DefI1CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.147 P 999 36
VERT(CL): 0.296 P 999 24.
HORZ(LL): 0.074 N - -
HORZ(fL): 0.150 N -
Creep Factor: 2.0
Max TC CSI: 0.551
Max BC CSI: 0.995
Max Web CSI: 0.738
Wgt 267.4 Ibs
VIEW Ver: 18.02.01A.0205.20
1
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1869 /- /-
/1160 /712 /477
W 1869 /- /-
/1160 (712 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 2.2
W Brg Width = 8.0
Min Req = 2.2
Bearings B & W are a rigid surface.
Bearings B & W require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 32 -1
G-H 614 -1114
B - C 1359 - 3276
H - I 796 -1822
C - D 1360 - 3225
I - J 761 -1842
D - E 758 -1842
J - K 1361 -3225
E - F 793 -1822
K - L 1359 - 3277
F-G 615 -1114
L-M 32 -1
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2804 - 995 P - O 2570 -740
S - R 2569 -740 O - N 2569 -740
R - Q 2570 -739 N - L 2804 -1011
Q - P 2563 -740
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
D - S
376 - 314
U - H
570
- 954
D - T
827 -1299
U - V
552
-1120
S - T
687 -461
H - V
487
-267
T- Q
548 0
V- P
548
0
T - F
496 -286
V - N
689
-463
T - U
548 -1120
V - J
831
-1299
F - U
590 - 953
N - J
365
- 309
G - U
809 - 372
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES.("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering Q.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineerin =A-tl RRUF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions. suitability and use of this Truss for any Building is the �`=TRU55E5
Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the DEC, local building code and TPW. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer o1 any building. Ail capitalized terms are as defined In TPI-1.
Copydght02016 A-1 Roof Tmsses-Anthony T. Tombo III, P.E. Reproducdon of this document, In any form, Is prohibited Wthout the written permission of A•1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 113127121119
754,66 A04G I GABL 1 3 102121
SEAT PLATE REQ.
SEAT PLATE REQ.
1'11,_3y+1_'g'1 1'9'�1 yy 7�'9'3 y12'0'12
�94'12t r� 6# 8# �20631
2086# 208 2063# 208 2104# 208 2086✓< 189 2086fF 20 2103# 337 475# 335 2063#
Loading Criteria (psq
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 16.53 ft
NCBCLL: 0.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 4.07 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
T
m
1
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes .
DefI1CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.326 Z 999 360
VERT(CL): 0.67E Z 717 243
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
AS 17604 /- /- /- /4444 /-
FT/RT:10(0)/10(10)
HORZ(LL): 0.110 S - -
AT 24686 A A A /6123 A
Plate Type(s):
HORZ(TL): 0.229 S - -
Wind reactions based on MWFRS
WAVE, HS
Creep Factor: 2.0
AS Brg Width = 8.0 Min Req = 4.9
Max TC CSI: 0.556
AT Brg Width = B.0 Min Req = 6.8
Max BC CSI: 0.858
Bearings AS & AT are a rigid surface.
Max Web CSI: 0.888
Bearings AS & AT require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 1346.1 Ibs
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x6 SP 2400f-2.0E
Bot chord 2x6 SP 2400f-2.DE
Webs 2x4 SP #3 :W3, W4, W5, W6, W7, WB, W10, W141
W16 2x4 SP M-30:
:W22 2x6 SP 2400f-2.0E:
:W24 2x8 SP 2400f-1.8E:
:Lt Wedge 2x6 SP #2:
Nailnote
Nail Schedule:0.1 31 "x3", min. nails
Top Chord:1 Row @10.25" o.c.
Bot Chord: 2 Rows @ 3.50" o.c. (Each Row)
Webs :1 Row @ 4" o.c.
Repeat nailing as each layer is applied. Use equal
spacing between rows and stagger nails in each row
to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131'W", min. nails on
Either The Top or Bottom Chords.
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 62 pif at 0.00 to 62 plf at 9.23
TC: From 31 pff at 9.23 to 31 plf at 40.67
BC: From 20 plf at 0.00 to 20 ptf at 9.40
BC: From 10 plf at 9.40 to 10 pif at 40.67
BC: 2086 lb Conc. Load at 9.40,11A0,19.40,21.40
25.40,27.40
BC: 2063 lb Conc. Load at 13.40,36.60,38.60
BC: 2084 lb Conc. Load at 15.40
BC: 2104 lb Conc. Load at 17.40
BC: 1999 lb Conc. Load at 23.40
BC: 2103 lb Conc. Load at 29.40
BC: 3378 lb Conc. Load at 31.33
BC: 475 lb Conc. Load at 33.08
BC: 3358 lb Conc. Load at 34.84
VIEW Ver: 18.02.01A.0205.20
Plating Notes
All plates are 1.6X4 except as noted.
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.16 40.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind.pressure.
Blocking
Full Height Blocking reinforcement required to
prevent buckling of members over the bearings:
bearing 1 located at 0.00'
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
WARNING'A reaction exceeds 20000lbs.
A - B
2763.11101
I - J
1871 -7846
B - C
2919.11896
J - K
1881 -7888
C - D
2661-11124
K - L
1929 - 8002
D - E
2265 - 9579 '
L - M
1936 - 8020
E - F
1829 -7744
M - N
1800 -7344
F - G
1680 -7081
N - O
1804 -7342
G - H
1642 -6915
O - P
1795 -7315
H -1
1657 -6990
P - Q
1805 -7350
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
A -AB
9755 -2421
X - W
7902 -1873
AB -AA
9767 -2424
W - V
7902 -1873
AA- Z
10603 - 2590
V - U
8073 -1932
Z - Y
9835 - 2347
U - T
7549 -1833
Y - X
8382 -1981
T - S
1107 - 277
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
AB- B
179 -6B6
AH- K
130 -346
B-AA
996 -224
AH-AI
238 -1043
AA- C
789 - 252
K -Al
353 -106
C - Z
341 -1055
Al- U
348 -104 '
Z - D
2476 - 621
AI-AJ
237 -1042
D - Y
653 - 2566
U -AK
1108 - 214
Y - E
3770 - 896
AJ-AK
244 -1070
E - X
682 -2891
AK- M
1185 -232
F -AC
244 -1066
AK -AL
244 -1071
G -AC
6072 -1462
M -AL
298 -1430
X -AE
431 -1769
AL- T
295 -1414
AC- X
6022 -1452
AL -AM
246 -1079
AC -AD
239 -1044
T -AN
7332 -1773
AD-AE
237 -1038
AM -AN
256 -1123
AE-1
434 -1777
AN -AO
6840 -1670
AE-AF
236 -1036
AO -AP
7708 -1885
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only 4Jpl
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A_1 RnnF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the zTRu55E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the cordext ofthe IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the corde)l of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer o1 any building. All capftarized terms are as defined in TPI-1.
Copyright 02018 A-1 Roof Trusses- Anthony T. Tombo 111, P.E. Reproduction of this document in any form, is prohibited without the written permission of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Number. 75466
CEULLAR HORSE
Truds Label: A04G
Ply: 3
Qty: 1
I Wgt: 1346.1 Ibs
SEQN: 10212 / T45 / GABL
FROM:
Page 2 of 2
DRW.
...
/ ... 03/27/2019
1 AF 1816 -456
AO-AQ ' 344 -1387
AF- V 1802 - 452
AQ- R 339 -1367
AF-AG 235 -1032
AR- Q 7734 -1896
V -AH 133 -358
R - Q 1774 -7196
AG-AH 238 -1045
R - S 1886 -7646
Maximum Gable Forces
Per Ply (Ibs)
Gables Tens.Comp.
Gables Tens. Comp.
AD- H 35 -7
O -AN 50 -137
AG- J 8 - 35
AP-AQ 65 -15
AJ-L 17 -71
P-AR 45 -7
AM- N 25 -102
••WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stafetl on the TDD, only Alp1
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the profess(onal engineadn E_� qRUpF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for arty Building Is the ��TRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI.1. The approval of the A --
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any flew Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
# 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the BuIldir 9 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPIA.
Copyright 02016 A-1 Roof Trusses —Anthony T. Tcmbo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/27121119
75466 A05G I GABL 1 3 10226
Loading Criteria (pall
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 0.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 17.90 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x6 SP #2
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W1, W14 2x8 SP 2400f-1.8E:
:W2, W8 2x4 SP M-30:
:W7 2x4 SP #2:
:W13 2x4 SP 2400f--2.OE:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.1 31 "x3", min. nails
Top Chord: 1 Row @10.25" o.c.
Bot Chord: 2 Rows @ 3.00" o.c. (Each Row)
Webs : 1 Row @ 4" o.c.
Repeat nailing as each layer is applied. Use equal
spacing between rows and stagger nails in each row
to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
Either The Top or Bottom Chords.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 28.67
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Def /CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
TPI Std: 2014
VERT(LL): 0.149 X 999 360
Rep Factors Used: Yes
VERT(CL): 0.309 X 999 240
FT/RT:10(0)/10(10)
HORZ(LL):-0.037 0 - -
Plate Type(s):
HORZ(fL): 0.078 O - -
WAVE, HS
Creep Factor: 2.0
Max TC CSI: 0.596
Max BC CSI: 0.503
Max Web CSI: 0.986
Wgt: 1331.4 lbs
VIEW Ver: 18.02.01A.0205.20
Special Loads
--(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 plf at 28.67
BC: From 20 plf at 0.00 to 20 plf at 28.67
BC: 2063 lb Conc. Load at 0.90,24.10,26.10
BC: 2084 lb Conc. Load at 2.90
BC: 337 lb Conc. Load at 3.06
BC: 2104 lb Conc. Load at 4.90
BC: 150 Ib Conc. Load at 5.06, 7.06, 9.06
BC: 2086 lb Conc. Load at 6.90, 8.90,12.90,14.90
BC: 592 lb Conc. Load at 10.60
BC: 1999 lb Conc. Load at 10.90
BC: 2103 lb Conc. Load at 16.90
BC: 3536 lb Conc. Load at 18.83
BC: 381 lb Conc. Load at 20.68
BC: 3516 lb Conc. Load at 22.34
Loading
Truss designed to support 2-0-0 top chord ouflookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads and reactions based on MWFRS.
End verticals not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
T
1
.air W RM
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- ! Rh / Rw / U / RL
AH 19623 1- /- !- /4723 /-
BA 18031 /- P /- /4685 !-
Wind reactions based on MWFRS
AH Big Width = 8.0 Min Req = 5.4
BA Big Width = 8.0 Min Req = 5.0
Bearings AH & BA are a rigid surface.
Bearings AH & BA require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
748 - 3061
I - J
1104 -4505
B - C
745 -3040
J - K
1321 -5370
C - D
928 - 3784
K - L
1393 - 5660
D - E
1074 -4375
L - M
1528 - 6139
E - F "
1051 -4291
M - N
1552 -6207
F - G
962 -3929
N - O
1536 -6050
G - H
988 -4028
O - P
1566 -6149
H - I
1056 -4308
P - Q
1598 - 6251
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp..
AH-AG
0 0
Z - Y
4945 -1215 .
AG-AF
0 0
Y - X
5448 -1354
AF-AE
2774 -677
X - W
5448 -1354
AE-AD
3361 - 824
W - V
5485 -1392
AD -AC
3361 - 824
V - U
5485 -1392
AC -AB
3361 - 824
U - T
181 -62
AB -AA
4945 -1215
T - S
182 - 52
AA- Z
4945 -1215
S - R
182 - 52
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A -AH
1462 -5990
AR- J
641 -25B9
A -Al
5313 -1296
J - Y
1646 - 464
AJ-AF
5271 -1286
Y -AS
349 -1258
AF- C
720 - 2875
AT- L
348 -1252
C -AE
2377 - 597
L - W
1119 - 305
AE- D
371 -1493
W -AU
63 - 39
D -AK
1109 - 272
AV- N
67 - 57
AL -AM
1063 - 261
N - U
91 - 465
AN -AB
1127 -276
U-AW
5833 -1474
G -AB
2281 - 564
AX-AY
5873 -1485
AB -AO
636 -2570
AZ- Q
5874 -1487
AP-AQ
653 -2636
Q - R
1455 -5637
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT, form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the 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 �A.1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the A=TRussE5
Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the aru.na,cww".,o.
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 Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by 21 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI4.
Copyright 02016 A•, Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Number. 75466
Ply: 3
SEQN: 10226 / T40 / GABL
CEULLAR HOUSE
Qty: 1
FROM:
DRW
Truss Label: A05G
Wgt: 1331.4 Ibs
Page 2 of 2
...
/ ...
03/27/2019 i
Maximum Gable Forces
Per Ply
(Ibs)
Gables Tens.Comp.
Gables
Tens. Comp.
Al- B 36 -77
1-AR
409 -93
AG-AJ 54 -29
AS- X
561 -128
AK- E 150 -36
K -AT
554 -127
AD -AL 193 -48
AU-V
90 -29
AM-F 674 -170
M AV
109 -33
ACAN 608 -154
AW T
269 -69
AO -AA 445 -105
AX- O
179 -45
H -AP 511 -122
AY- S
199 -43
AQ- Z 457 -106
AZ- P
.186 -36
'•WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the 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 A_f RaoF
responsibility for the design of the single Truss depicted on the TDD only, under TPL1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the -AAITRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPF1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field ^
use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and Anthony #
r1tt10r1y# T.Tombo III, P.E.
T.
0083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildi 4461 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright C 2016 A-1 Roof Trusses —Anthony T. Tombo Ill. P.E. Reproduction of thla document in any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/26l2019
75,466 B01 G GABL 1 1 974z
Loading Criteria (peq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
.E TPIATE R- SEAT RATE RE1
31'Pe
R
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.68 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.10 ft
Loc. from endwall: not in 288.(
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x4 SP 2400f-2.0E:
:T3 2x4 SP M-30:
Bot chord 2x4 SP 2400f-2.OE :B2 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2, W4, W6 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(") 2 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.73 1.56
TC 0 13.34 15.52
TC 24 15.52 17.70
TC 24 29.48 31.77
BC 63 0.00 31.04
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Deflection
Max JT VERT DEFL: LL: 0.18" DL: 0.23". Provide for
adequate drainage of roof.
4
,7e.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RTA 0(0)/10(10)
Plate Type(s):
WAVE
1578 1570
Defl/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.177 1 999 360
W_RT(CL): 0.406 1 916 240
HORZ(LL): 0.089 E - -
HORZ(fL): 0.205 E -
Creep Factor: 2.0
Max TC CSI: 0.633
Max BC CSI: 0.977
Max Web CSI: 0.973
Wgt: 317.1 Ibs
VIEW Ver: 18.02.01A.0205.20
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.
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 13-5-12 to 17-6-12: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls:10 PSF
Wind
Wind loads and reactions based on MINERS.
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
AH 4330 /- /-
/- /1630 1-
BC 4339 /- /-
/- /1636 /-
Wind reactions based on MWFRS
AH Brg Width = 7.2
Min Req = 3.6
BC Brg Wdth = 7.3
Min Req = 3.6
Bearings AH & BC are a rigid surface.
Bearings AH & BC require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 0 0
K-L 317 -1170
B - C 22 - 65
L - M 1491 -4519
C - D 2131 -6048
M - N 1535 -4634
D - E 2098 -6004
N - O 1536 -4605
E - F 2022 -5819
O , P 1597 -4807
F - G 1597 -4807
P - Q 2023 - 5821
G - H 1536 -4605
Q - R 2099 -6006
H -1 1535 -4634
R - S 2132 -6050
1-1 1491 -4518
S-T 23 -65
J-K 317 -1171
T-U 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
AH-AG
5682 -2121
AB -AA
2867 -973
AG AF
5643 - 2100
AA- Z
2875 - 976
AF-AE
5645 - 2101
Z - Y
2876 - 976
AE-AD
2873 -973
Y-X
5654 -2107
AD -AC
2871 -974
X - W
5652 -2106
AC AB
2863 - 971
W - V
5692 - 2127
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B -AH
126 -240
AR- L
995 -2876
AH- C
2597 -6950
AS -AB
21
-283
AG- C
308 -162
AS -AT
600
-130
C -Al
448 -900
L -AT
1816
-711
AI-AJ
467 -946
AT -AA
540
-192
AJ-AE
470 -951
AT -AU
566
-1420
AE- F
647 - 314
AT -AV
1882
- 680
AE-AL
1864 -677
AV -AY
1869
-676
F -AK
549 -1358
AW-AX
555
-1392
AL -AO
1871 -678
AY-Y
1862
-675
AM -AN
554 -1391
AZ- P
549
-1359
AO-AQ
1884 - 682
P - Y
649
- 315
AP-AQ
564 -1418
Y -BA
475
- 959
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER p'BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional enginearin A-t RaOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the "ATRUSSE5
Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer Is NOT the Buildir 3 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright® 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the wdben permission of A•1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 3494E
Job Number. 75466 I Ply: 1 I SEQN: 9742 / T9 / GABL I I
CEULLAR HOUSE Qty: 1 FROM: DRW.
Trugs Label: B01 G Wgt: 317.1 Ibs Page 2 of 2 / ... 03/2612019
AQ-AC
539 -191
BA -BB
472
- 954
AQ- J
1815 - 711
BB- S
453
- 908
AQ-AB
546 -172
S - W
316
-168
AQ-AS
600 -130
S - V
2604
-6962
J -AR
995 - 2876
T - V
126
- 240
AB -AT
546 -172
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
D -Al
93 - 234
AU -AV
63
-176
AF-AI
97 - 80
Z -AV
117
-112
E-AJ
16 -24
AW M
30
-217
H -AK
11 -96
AX AY
5
-45
AL -AM
5 -45
AZ-N
11
-96
1-AN
30 - 215
BA- Q
16
- 24
AO -AD
116 -114
BB- X
96
- 81
AO -AP
62 -177
BB- R
93
-235
K-AR
910 -317
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on.lhe TDD, only All
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineen.
responsibility for the design of the single Truss depicted on the TDD only, under TPW. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPF1. The approval of the
responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the come)d of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the
or Truss System Engineer o1 any building. All capitalized terms are as defined In TPI-1.
02016 A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Rod Trusses —Anthony T. Tombo ill, P.E.
2
�A - ROOF
01 TRUSSES
Anthony T. Tombo III, P.E.
# 80083
4451 St. Lucie Blvd.
Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply 13121121119
75,466 1 B02 ATIC 1 1 1 1 9745
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
lira i ura-i•zr,z.{
SEAT MTV REQ
g1� ,aa•v�
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 It
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.10 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B2 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
Plating Notes
All plates are 5X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.73 2.23
TC 0 13.34 15.52
TC 24 15.52 17.70
TC 24 2B.81 31.77
BC 79 0.00 31.04
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 13-5-12 to 17-6-12: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
SVATMMREo.
1371214
DefUCSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.093 S 999 361
VERT(CL): 0.170 G 999 24
HORZ(LL): 0.034 D - -
HORZ(fL): 0.063 N - -
Creep Factor: 2.0
Max TC CSI: 0.560
Max BC CSI: 0.973
Max Web CSI: 0.889
Wgt: 251.3 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
V 1649 /- /- /1255 /659 /445
Z 1649 /- A /1144 1583 /-
Wind reactions based on MWFRS
V Brg Width = 7.2 Min Req = 1.9
Z Brg Width = 7.3 - Min Req = 1.9
Bearings V & Z are a rigid surface.
Bearings V & Z require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.20 I A- B
0 0
G- H
10 -155
B - C
780 -1793
H -1
872 -1917
C - D
977 -2300
I - J
841 -1976
D - E
841 -1976
J - K
980 - 2300
E - F
872 -1917
K - L
794 -1793
F-G
8 -155
L-M
0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
V - U 454 -440 R - Q 1120 - 502
U - T 2054 -896 Q - P 1117 -499
T - S 1327 -496 P - O 2064 - 909
S - R 1334 - 506 O - N 18 - 6
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - V
725 -1616
R - Y
657
- 590
B - U
2334 -1019
X - R
11
-299 ,
U - C
661 -1494
X - Y
372
- 61
C - T
227 - 341
H - Y
818
- 336
T - D
468 -216
Y - Q
364
-195
T - W
818 -375
Y - J
404
-468
D - W
403 - 636
Y - P
1015
- 325
W - S
335 - 209
J - P
298
- 291
W - F
802 -446
P - K
229
-291
W - R
' 587 - 522
K - O
661
-1494
W - X
372 - 61
O - L
2334
-1036
F-H
8B7-1461
L-N
728
-1616
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl 5
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the.seal on any TDD represents an acceptance ofthe professional englneerin A-1 RUOF
responsibility for the design of the single Truss depicted on the TDD only. under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ".649TRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building. Designer, In the context of the IRC, the IBC, local building code and TPI-I. The approval of the .. M
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the.IBC, local building code and TPI-1. The approval of the TDD and any geld Anthony. Tombo III, P.E.
use ofthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Builds 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized temp are as defined in TPI-1.
copyright 02018 A•1 Root Trusses -Anthony T. Tombo Ill. P.E. Reproduction of this document, In any form, Is prohibited without the wdnen permission of A-1 Rood Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job a
Truss
Truss Type
Qty
Ply
03/26/2019
9752
75466
B03
ATIC
1
1
gil-
(-ze•,-;r,z,00
tz,P]{-2-e•1--I
F
o �Slfe(R,
H
e 2 �BME
11't.
I
b
� to
A a 4 T, `C t R ,
re
/010(SRS) 4X4
K T1 L M
T WXS x
T4
n
J_
V
H
u T a R O P O
.]XS Im r•3X4 r•M .]Xe ff2X4 ]Xa
sEATF1ATE_
( pp`
t•1l' 911.1]
]t'PT
11T a11•12-
+
11a
1,01t
Loading Criteria (pap Wind Criteria Code ! Misc Criteria
Defl/CSI Criteria • Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00 Wind Std: ASCE 7-10 Code: FBC 2017 RES
PP Deflection in loc Udefl U# Gravity
Non -Gravity
TCDL: 10.00 Speed: 160 mph TPI Std: 2014
VERT(LL): 0.006 Q 999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Rep Factors Used: Yes
VERT(CL): 0.016 Q 999 240 N' 126 /- !-
/49 /35 /17
BCDL: 10.00 Risk Category: II FT/RT:10(0)/10(10)
HORZ(LL): 0.006 Q - - Wind reactions based on MWFRS
EXP: C Kzt: NA Plate Type(s):
Des Ld: 40.00
HORZ(TL): 0.009 Q - N Brg Width = 372
Min Req = -
Mean Height: 16.71 ft WAVE
BearingV is a rigid surface.
Creep Factor: 20.
NCBCLL: 10.00 TCDL: 5.0 psf
BearinV requires a seat
Max TC CSI: 0.548 g q
p late.
Load Duration:1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.376 Maximum Top Chord
Forces Per Ply (Ibs)
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
Max Web CSI: 0.544 Chords Tens.Comp.
Chords Tens. Comp.
C&C Dist a: 3.10 ft
Loc. from endwall: Any
Wgt: 282.1 Ibs A - B 0 0
G - H 82 -224
GCpi: 0.18 1
B - C 47 -136
H - I 304 - 604
Wind Duration: 1.60
VIEW Ver: 18.02.01A.0205.20 C - D 170 -577
I - J 167 - 380
Lumber Wind
D - E 172 -380
J - K 164 -582
E - F 3-
K - L 46 -13
Top chord 2x8 SP 2400f-1.8E :T1, T4 2x4 SP #2: Wind loads based on MWFRS with additional C&C F - G 83 -225 5
L - M 0 0
0
Bot chord 2x4 SP #2 :B2 2x6 SP #2: member design.
Webs 2x4 SP #3 End verticals exposed to wind pressure. Deflection
Maximum Bot Chord
Forces Per Ply (Ibs)
meets U360.
Plating Notes
Chords Tens.Comp.
Chords Tens. Comp.
All plates are 1.5X4 except as noted.
V - U 76 - 59
R - Q 373 - 301
Purlins
U - T 114 -77
Q - P 125 -85
T-S 119 -86
P-0 120 -77
In lieu of structural panels or rigid ceiling use purlins
S - R 307 -235
0 - N 77 -59
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.73 2.67
Maximum Web Forces Per Ply (Ibs)
TC 0 9.81 13.77
Webs Tens.Comp.
Webs Tens. Comp.
TC 24 13.77 21.24
TC 24 2B.37 31.77
B - V 116 -220
X - Y 143 - 30
BC 120 0.00 31.04
B - U 180 -111
Q - Z 209 -149
Apply purlins to any chords above or below fillers
U - C 151 -571
Y - Q 1 -450
at 24" OC unless shown otherwise above.
U - W 101 - 51
Y - Z 145 - 30
Collar -tie braced with continuous lateral bracing at
C - W 229 -123
Z - P 598 - 575
24" oc. or rigid ceiling.
E - W 620 - 528
Z -1 606 - 517
The TC of this truss shall be braced with attached
W - T 622 - 569
Z - K 225 -123
spans at 24" oc in lieu of structural sheathing.
W - S 187 -150
Z - 0 90 - 50
W-X 240 -31
K-O 187 -597
Loading
S-X 25 -473
O-L 181 -110
Live loads applied in combination per ASCE 7 sec.
F - H 298 -223
L - N 112 -207
2.4.1 use 0.75 factor for multiple live loads.
X - Q 100 -73
Attic room loading from 9-11-12 to 21-0-12: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
_
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specially Engineer), the seal
on any TDD represents an acceptance of the professional enginearin
A-1 ROOF
responsibility forthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading
conditions, suitability and use of this Truss for any Building is the
19,001TRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 1. The approval of the TDD and any field
Anthony. Tombo III, P.E.
y
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
of the Building Component Safety Information by TPI SBCA for TPIA defines the duties the Truss
# 80083
guidelines (BSCI) published and are referenced general guidance. responsibilities and of
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir
g
4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitar¢ed terms are as defined In TPI-1.
Copyrighto2o16 A., Roof Trusses -Anthony T. Tombo III, P.E. Reproduction or Min document, in any form, Is prohibited without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E.
Fort Pierce, FL 34946
Job • Truss • Truss Type Qty I Ply 03/2612019
75466 1 1 B04G I ATIC 1 1 9848
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
I^174"12 11.1• 1Z4'12�
-25-I-T4'1 1 1Z23 1273 }�Trl---I--Z5'-i
SEAT PLATE REG. SEAT PLATE REQ.
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.59 It
Loc. from endwall: not in 9.00
GCpi: 0.1 B
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP M-30 :B3 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.73 5.76
TC 0 12.22 16.19
TC 24 16.19 23.65
TC 24 30.12 36.60
BC 84 0.00 35.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.76 factor for multiple live loads.
Attic room loading from 12-4-12 to 23-5-12: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
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
i 10"r- r�2P721
11L10 51
DetUCSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.521 G 825 36
6fERT(CL): 1.240 G 347 24
HORZ(LL): 0.205 F - -
HORZ(rL): 0.487 F - -
Creep Factor: 2.0
Max TC CSI: 0.963
Max BC CSI: 0.995
Max Web CSI: 0.998
Wgt 318.5 Ibs
VIEW Ver. 18.02.01A.0205.20
Wind
Wind loads and reactions based on MWFRS.
Deflection
Max JT VERT DEFL: LL: 0.52" DL: 0.80". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh . / Rw / U / RL
AA 2184 /- /- A /695 A
AF 2184 A /- A /695 A
Wind reactions based on MWFRS
AA Brg Width = 7.2 Min Req = 2.6
AF Brg Width = 7.3 Min Req = 2.6
Bearings AA & AF are a rigid surface.
Bearings AA & AF require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A- B 0 0 H -1 1555 - 295
B - D 1162 -38B5 I - J 635 -2121
C - E 42 -127 J - K 864 - 3158
E - F 864 -3160 K - M 42 -127
F - G 635 - 2119 L - N 1162 - 3895
G- H 1557 -295 N- O 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
AA- Z
52 -17
U - T
3682 -1008
Z - Y
3780 -1128
T - S
3647 -1002
Y - X
3631 - 999
S - R
3647 -1002
X - W
3631 - 999
R - Q
3779 -1128
W - V
3669 -1006
Q - P
52 -17
V - U
4846 - 858
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B -AA
684 -2097
AC -AD
269 -2548
B - Z
4421 -1319
U -AE
1554 0
C - D
61 - 81
AD- U
46 - 340
Z-D
674 -2216
AD-AE
269 -2555
D - Y
952 -184
AE- T
241 0
D - E
1331 -4758
AE- J
1433 -103
Y - E
167 - 370
AE- K
729 - 2428
Y-AB
1092 -315
AE-R
1071 -312
E -AB
729 -2428
K - R
167 - 383
F -AB
1440 -104
K - L
1331 -4758
AB- W
245 0
R - L
994 -184
AB-V
1492 0
L-M
61 -81
AB -AC
265 -2484
L-Q
675 -2216
V -AC
58 - 379
Q - N
4420 -1318
G - I
965 -4249
N - P
684 -2097
AC- U
376 -339
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpi
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineertn A_I RDDF
responsibility forthe design of the single Truss depicted on the TDD only, under TPW. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��THL155E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by allparties Involved. The Truss Design Engineer is NOT the BuIldir a 4451 St. Lucie Blvd.
Designer or Tress System Engineer of any building. All capitalized terns are as defined In TPI-1.
Copydght®2016 A-1 Roof Trusses -Anthony T. Tombo In, P.E. Reproduction of this document, in any form, Is prohiblted without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job " Truss Truss Type Qty Ply 03/27/2019
7&466 1 1 B05 ATIC . 1 1 1 1 9862
Loading Criteria (pat)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
i IZ4.12 1111 174.12-�
i--25-4v1--I Im i 1M -I-4v1-1-m-i
SEAT PRATE REQ. SEAT PATE Mo.
351Pe
}i 1r4'12 i ill, i1r4 f2 8
4
1100
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 ft
WAVE, HS
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.59 It
Loc. from endwall: not in 4.50
GCpi: 0.18
Wnd Duration: 1.60
Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP M-30 :133 2x6 SP #2:
Webs 2x4 SP 93 :W1 2x6 SP #2:
:W2, W4 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except a's noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 -0.73 6.42
TC 0 12.22 16.19
TC 24 16.19 23.65
TC 24 29.45 36.60
BC 89 0.00 35.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-4-12 to 23-5-12: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
lid
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.473 G 910 36
VERT(CL): 1.127 G 381 24
HORZ(LL): 0.191 F - -
HORZ(TL): 0.456 F - -
Creep Factor: 2.0
Max TC CSI: 0.902
Max BC CSI: 0.969
Max Web CSI: 0.B36
Wgt: 328.3 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals exposed to wind pressure. Deflection
meets U360.
Deflection
Max JT VERT DEFL: LL: 0.47" DL: 0.74". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
AA 2133 !- /-
/865 /612 /524
AF 2133 /- /-
/865 /612 /-
Wind reactions based on MWFRS
AA Brg Width = 7.2
Min Req = 2.5
AF Brg Width = 7.3
Min Req = 2.5
Bearings AA & AF are a rigid surface.
Bearings AA & AF require
a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 0 0
H- I 1500 - 469
B - D 754 -2011
I - J 827 -2116
C-E 99 -256
J-K 916 -3170
E - F 898 - 3172
K - M 97 - 256
F-G 816 -2114
L-N 754 -2011
G- H 1502 -480
N- O 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
AA- Z
496 - 504
U - T
3566 -1330
Z - Y
1964 - 837
T - S
3530 -1318
Y-X
3517-1315
S-R
3530 -1318
X - W
3517 -1315
R - Q
1964 - 757
W - V
3553 -1327
Q - P
71 - 77
V - U
4727 -1140
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B-AA
836 -2101
AC -AD
616 -2442
B - Z
2810 -1007
U -AE
1574 -496
C - D
106 -104
AD- U
46 - 342
Z-D
744 -1930
AD-AE
616 -2451
D - Y
2525 -797
AE- T
231 0
D - E
1261 - 3886
AE- J
1503 -199
Y - E
482 -1357
AE- K
904 -2007
Y -AB
844 - 354
AE- R
864 - 545
E -AB
896 - 2008
K - R
499 -1359
F -AB
1510 -205
K - L
1263 -38B6
AB- W
235 0
R - L
2537 -799
AB- V
1512 -448
L - M
106 -104
AB -AC
621 -2373
L - Q
745 -1930
V -AC
187 - 380
Q - N
2810 -1006
G - 1
1600 -4174
N - P
836 -2101
AC- U
476 -456
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn q.>I RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the JORTRIUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the •ru>emrcwaw..o+
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
guidelines o1 the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyd9ht®2016 A•1 Roof Trusses -Anthony T. Tombo Ill. P.E. Reproduction of this document. In any form, Is prohidted without the wdtten permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty I Ply 1312712119
75466 1 B06 ATIC 1 1 9895
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
t7
iztrs I 48•1-i,o,tn i 11n11-3-i--41e•,--i-ZP°
SFATRATE AEo. SEAT RATE no.
3T,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T3 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:B3 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W4 2x4 SP #2:
Plating Notes
All plates are 4X8(R) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 6.69
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 24 28.39 36.08
BC 75 0.00 35.08
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.43" DL: 0.67". Provide for
adequate drainage of roof.
Code / Misc Criteria
Defl/CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
TPI Std: 2014
VERT(LL): 0.429 E 981 361
Rep Factors Used: Yes
VERT(CL): 1.030 E 408 241
FT/RT.10(0)/10(10)
HORZ(LL): 0.174 D - -
Plate Type(s):
HORZ(fL): 0.417 D - -
WAVE, HS
Creep Factor: 2.0
Max TC CSI: 0.847
Max BC CSI: 0.993
Max Web CSI: 0.970
Wgt 329.7 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
W 2063 A A /809 /574 /366
L 2063 A A /809 /574 A
Wind reactions based on MWFRS
W Brg Width = 2.5 Min Req = 2.4
L Brg Wdth = 2.6 Min Req = 2.4
Bearings W & L are a rigid surface.
Bearings W & L require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 433 -1186 F - G 1392 - 425
B - C 1161 -3559 G - H 796 -2057
C - D 895 -3100 H -1 894 -3097
D - E 796 -2055 I - J 1161 -3559
E - F 1394 -425 J - K 433 -1186
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
W - V
370 -365
Q - P
3242 -1175
V - U
1185 -434
P - O
3208 -1164
U - T
3194 -1163
O - N
3208 -1164
T - S
3194 -1163
N - M
1185 -432
S-R
3228-1175
M-L
12 -5
R - Q
4435 - 967
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - W
766 -2045
Y - Z
459 -2268
A - V
2298 - 838
Q -AA
1600
- 426
B - V
760 -1908
Z - Q
42
- 346
B - U
2980 - 913
Z -AA
459
- 2277
U - C
608 -1807
AA- P
219
0
U - X
674 -378
AA- H
1519
-215
C - X
741 -1585
AA-1
741
-1585
D - X
1528 - 217
AA- N
741
- 515
X- S
222 0
I- N
607
-1803
X - R
1539 - 389
N - J
2980
- 913
X - Y
459 - 2196
J - M
761
-1908
R - Y
169 - 381
M - K
2298
- 838
E - G
1496 - 3966
K - L
766
- 2045
Y - Q
435 -415
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'1, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpl
connector plates shall be used for the 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 -q.r ROOF
responsibility for the design of the single Truss depleted on the TDD only, under TPF7. The design assumptions, loading conditions, sultability and use of this Truss for any Building lathe A=TRU55E5
Building lathe responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the All -
responsibility
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and arty field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Bulidir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
copyright 02016A-1 RoofTrusses- Anthony T. Tombo ill, P.E. Reproduction of this document, in any form, is prohibited without the written permission of hit Root Trusses- Anthony T. Tombo in, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 1 03/27/2019
75466 1 B07 ATIC 1 1 1 1 9892
Loading Criteria (psp
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
i. 'ri,•IVre M i- Tt,•--I
l4%(R) r.m(E .4xs R r.3xIo .4X12 n syxe -Bxe �4%(R)
361
i,7 i 1191- + 12 �{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP M-30 :133 2x6 SP #2:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 - 0.00 7.91
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 24 27.17 35.08
BC 93 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
N
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Ili
DefUCSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.391 E 999 360
VERT(CL): 0.93E E 448 240
HORZ(LL): 0.161 D - -
HORZ(fL): 0.38E D - -
Creep Factor: 2.0
Max TC CSI: 0.B00
Max BC CSI: 0.970
Max Web CSI: 0.951
Wgt 304.5 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load:15 PSF Ceiling: 10 PSF,
Kneewalls:10 PSF
Deflection
Max JT VERT DEFL: LL: 0.39" DL: 0.62". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity
Non -Gravity
Loc R+ /R- /Rh
/Rw /U /RL
U 2063 /- A
/811 /577 /324
L 2063 A A
/811 /577 /-
Wind reactions based on
MWFRS
U Brg Width = -
Min Req = -
L Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 0 0
F- G 1305 - 380
B - C 1005 -3240
G - H 785 -2047
C - D 924 -3154
H - i 924 -3150
D - E 785 - 2044
I - J 1005 - 3240
E- F 1308 - 381
J- K 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U-T
1717 -616
P-0
3204 -1146
T-S
3162-1137
O-N
3179 -1137
S-R
3162-1137
N-M
3179 -1137
R-Q
3188-1146
M-L
1717 -515
Q - P
4411 -929
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - U
102 -101
W - X
382 -2268
U - B
920 -2569
P - Y
1624 - 362
B - T
2321 -591
X - P
49 - 332
T - C
496 -1646
X - Y
382 -2278
T- V
522 - 399
Y- O
170 0
C - V
614 -1461
Y - H
1709 -295
D - V
1720 -296
Y - I
614 -1460
V-R
173 0
Y-M
633 -518
V - Q
1568 -327
I - M
495 -1639
V - W
381 -2200
M - J
2321 - 591
Q - W
156 -369
J - L
920 .-2569
E - G
1428 - 3844
K - L
102 -101
W - P
385 -365
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'I, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin aa
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p-i RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for arty Building Is the i�TRIUSSES
Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context orthe IRC, the IBC, local building code and TPI-I. The approval of the TDD and any field AnthonyT. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the. Building Designer and Contractor. All notes set out In the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibgNes and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer Is NOT the Buildir 9 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized tams are as defined In TPI-1.
Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, is prohibited without the wditon permission of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. I Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply 03/27/2019
75466 B08 ATIC 1 1 1 9956
Loading Criteria (ps9
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
i 17
i
„00
Wind Criteria
Code f Misc Criteria
Wind Sid: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Sid: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 ft
WAVE, HS
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:133 2x6 SP #2:
Webs 2x4 SP #3 :W2, W6 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 5X6 except as noted.
(") 2 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 9.25
TC 0 11.83 15.79
TC 24 15.79 23.25
TC 24 25.84 35.08
BC 96 0.00 35.08
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers ! Ties
(J) Hanger Support Required, by others
17 1
„M
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.386 E 999 361
VERT(CL): 0.927 E 454 241
HORZ(LL): 0.146 D - -
HORZ(fL): 0.351 D - -
Creep Factor: 2.0
Max TC CSI: 0.765
Max BC CSI: 0.991
Max Web CSI: 0.998
Wgt: 324.1 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Wind
Wind loads based on MWFRS with additional C&C
member design. ',
End verticals not exposed to wind pressure.
Deflection
Max JT VERT DEFL: LL: 0.38" DL: 0.61". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
U 2063 /- A
/811 /581 /278
L 2063 A A
/811 /581 A
Wind reactions based on MWFRS
U Brg Width = -
Min Req = -
L Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 682 -2032
F - G 1242 - 349
B - C 921 -2951
G - H 781 -2052
C - D 992 - 3336
H -1 991 - 3331
D - E 781 -2049
I - J 921 -2951
E - F 1245 -350
J - K 682 -2032
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U - T
278 -278
P - O
3164 -1096
T - S
2126 -721
O - N
3138 -1088
S - R
3123 -1087
N - M
2126 -720
R-Q
3149 -1095
M-L
0 0
Q - P
4276 - 873
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - U
788 -2014
W - X
275 -2165
A - T
2766 - 929
P - Y
1577 - 337
T - B
690 -1751
X - P
63 - 289
B-S
1712 -417
X-Y
275 -2181
S- C
333 -1498
Y- O
201 0
S - V
445 -538
Y - H
2117 -430
C - V
652 -1624
Y -1
652 -1621
D - V
2132 -433
Y - N
545 - 565
V- R
206 0
I- N
331 -1487
V - Q
1532 -299
N - J
1713 -417
V - W
273 - 2111
J - M
690 -1761
Q - W
144 - 333
M - K
2766 - 929
E - G
1386 - 3772
K - L
788 -2014
W - P
346 -304
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too, only Alpin
connector plates shag be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn i=A_1 RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions,- loading conditions, suitability and use of this Truss for any Building is the=TRU556
Building is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .... ,a.
responsibility of the Owner, the Owners authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and ony
guidelines of the Building Component Safety Infonnallon (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the BuIldir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright®2016A.1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, to prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply 0312712019
75,466 B09G ATIC 2 9970
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 0.00
Load Duration: 1.25
Spacing: 24.0 "
F iz F 1111" ,7
f--10Te--1-71.16--I-T1115
i�-17 _ yy _1ii'1. 1y 12'
I t'11.4 179! 1717A1 7744 6e•12 SDU
17'.
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x8 SP 240VA.BE:
Bot chord 2x6 SP #2
Webs 2x4 SP #3 04 2x6 SP #2:
:W7 2x4 SP #2:
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" D.C.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Plating Notes
All plates are 5X6 except as noted.
(") 4 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load:15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.40" DL: 0.49". Provide for
adequate drainage of roof.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RTA 0(0)/10(10)
Plate Type(s):
WAVE,HS
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.401 G 999 36
W_RT(CL): 0.891 G 472 24
HORZ(LL): 0.156 A - -
HORZ(fL): 0.346 A - -
Creep Factor: 2.0
Max TC CSI: 0.758
Max BC CSI: 0.965
Max Web CSI: 0.874
Wgt: 709,E Ibs
VIEW Ver: 18.02.01A.0205.20
Purfins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 10.07
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 24 25.01 35.08
BC 120 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24-oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Wind
Wind loads and reactions based on MWFRS.
End verticals not exposed to wind pressure.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
U 3358 /- /-
A /815 A
L 3516 A A
A /852 A
Wind reactions based on MWFRS
U Brg Width = -
Min Req = -
L Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 345 -1505
F - G 1244 -229
B - C 528 -2446
G - H 367 -1712
C - D 629 - 3178
H -1 622 - 3194
D - E 353 -1717
I - J 557 -2572
E - F 1239 - 229
J - K 362 -1580
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
U-T
0 0
P-O
3111
-662
T - S
1575 - 363
O - N
3084
- 657
S - R
2796 -717
N - M
1654
- 381
R- Q
2822 -726
M- L
0
0
Q - P
4239 - 668
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - U
420 -1655
W - X
256 -2541
A-T
2186 -501
P-Y
1453 0
T- B
388 -1494
X- P
0 -196
B - S
1718 -322
X - Y
257 -2543
S- C
203 -1434
Y- O
407 0
S - V
202 -403
Y - H
2698 -436
C - V
465 -1815
Y - I
534 - 2138
D - V
2659 -475
Y - N
108 - 507
V-R
587 -138
I-N
124 -1169
V-Q
1413 0
N-J
1811 -344
V - W
282 - 2211
J - M
404 -1566
Q - W
7 - 236
M - K
2295 - 526
E - G
676 - 3522
K - L
438 -1735
W - P
285 -172
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. -
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Arpin
connector plates shall be used forthe TOD to be valid. As a Truss Design Engineering (I.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A_ll ROnF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 'dA-TRUSSE5
Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the Too and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the Too and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPi-1. Fort PlefCe, FL 34946
Copyright 0 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Rod Trusaes-Anthony T. Tombo III, P.E.
Job ' Truss Truss Type Qty Ply 03/27/2019
75466 1 B10 I SPEC 1 1 1 1 9974
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind Criteria
Code i Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category:11
FT/RT:10(0)H0(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 17.46 ft
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.61
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 11.87
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
Additional Notes
Truss must be installed as shown with top chord up.
,17• ?1
w3x4
v3X4
1 r1 o•s
Defl/CSI Criteria
PP Deflection in IDc Udefl U#
VERT(LL): 0.007 B 999 361
VERT(CL): 0.013 B 999 241
HORZ(LL): 0.002 B - -
HORZ(fL): 0.004 B - -
Creep Factor: 2.0
Max TC CSI: 0.640
Max BC CSI: 0.463
Max Web CSI: 0.429.
Wgt: 89.6 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ifR- /Rh /Rw /U /RL
F 475 /- /- /247 /230 /-
D 458 /- /- /241 /216 /-
Wind reactions based on MWFRS
F Brg Width = - Min Req = -
D Brg Width = - Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 142 -235 B-C 0 0
VIEW Ver: 18.02.01A.0205.20 j Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 0 0 E-D 241 -152
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - F 350 -430 B - D 243 - 386
A - E 372 -224 C - D 144 -110
E-B 248 -141
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verily design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the 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 MA-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPL7. The design assumptions, loading conditions, sullability and use of this Truss for any Building is the A=TRUSSE5
Building is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .. ,. .,
responsibility olthe 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 Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safely Information (BSCI) published,by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by al parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1.
Copydght 02016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any fam, Is prohibited without the written permission of A-1 Rod Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply D3127121119 I
75466 B10A COMN 1 1 9658
Loading Criteria (pst)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
'I
C 94X6(R)
13'3"B
T8"1 -}- 577 -{
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 19.01 ft
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x8 SP 2400f-1.8E :T3 2x4 SP #2:
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 4XB(A1) except as noted.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 0 8.09 9.88
BC 48 0.12 4.14
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
DefI/CSI Criteria
PP Deflection in loc Udefl U#
.VERT(LL): 0.274 572 360
VERT(CL): 0.581 269 240
HORZ(LL): 0.250 E - -
HORZ(fL): 0.531 E
Creep Factor: 2.0
Max TC CSI: 0.429
Max BC CSI: 0.224
Max Web CSI: 0.028
Wgt: 72.1 Ibs
VIEW Ver. 18.02.01A.0205.20
iX4
3X10
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 576 /- A
/259 /242 /194
G 553 A A
/236 /245 A
Wind reactions based on
MWFRS
A Brg Width = -
Min Req = -
G Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 248 -333
D - E 175 -241
B-C 536-1117
E-F 10 -9
C - D 469 - 991
E - G 180 - 293
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - D 1220 -334
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
F-G 71 -63
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpin m
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional engineerin —A_>f RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRUSS ES
Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the ..,
responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building coda and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and ony
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the BuIldir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1.
Copyright®20"," Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permisslon of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job '
75466 '
Truss Truss Type
B10AG I MONO
1ty IPly 103/2712019
9661
Loading Criteria (peq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
0 3)
T
fM
1
._ R
i 3'3"
�-- 17"8 —17'8
946#
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FB_C 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: No
Risk Category: 11
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 17.49 It
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x8 SP 2400f-1.8E
Webs 2x4 SP #3
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 62 plf at 0.00 to 62 plf at 3.25
BC: From 20 plf at 0.00 to 20 plf at 3.25
BC: 946 lb Conc. Load at 1.63
Puriins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 39 0.00 3.25
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers ! Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
L
t
1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): -0.000 B
999 360
Loc R+ / R- ! Rh / Rw / U / RL
VERT(CL): 0.000 B
999 240
D 607 /- /- /- /290 A
HORZ(LL): -0.000 B
- -
C 607 A /- A 1290 /-
HORZ( L): 0.000 B
- -
Wind reactions based on MWFRS
Creep Factor: 2.0
D Brg Width,= - Min Req = -
Max TC CSI: 0.190
C Brg Width = - Min Req = -
Max BC CSI: 0.214
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.044
Chords Tens.Comp.
Wgt: 26.6 Ibs I A - B 40 - 52
VIEW Ver. 18.02.01A.0205.20 I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
D - C 17 -11
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-D 79 -101 B-C 77 -98
A-C 7 -12
f
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise staled on the TDD, only AIpI
connector plates shall be used for the 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 p->f ROOF
responsibility forthe design of the single Truss depicted on the TDD only, under TPI-11. The design assumptions, loading conditions. suitability and use of this Truss for any Building Is the .19ANTRI SSE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-11. The approval of the ."..s,.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-11. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Truses—Anthony T, Tombo Ill, P.E. Reproduction of this document, In any form. Is prohibited xithout the wdden permission of A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. I Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply 1 1312512019
75466 1 B106 I FLAT 1 1 1 1 9636
Loading Criteria (psp
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 17.46 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 it
Loc, from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
It Bearing Leg 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use purling
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 101 0.00 6.71
BC 32 6.71 9.38
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
Additional Notes
Shim all supports to solid bearing.
A4X4 mjX4 o3X�
..Sx6 R3X6
Fi 6'6'9 27-15 --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
Defl1CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.007 B 999 361
VERT(CL): 0.014 B 999 241
HORZ(LL): -0.003 A - -
HORZ(rL): 0.006 A - -
Creep Factor: 2.0
Max TC CSI: 0.407
Max BC CSI: 0.474
Max Web CSI: 0.379
Wgt 77.0 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
F 393 !- A /219 /182 A
D 381 A A /210 /17B A
Wind reactions based on MWFRS
F Brg Width = - Min Req = -
D Big Width = - Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 113 -1D5 B-C 89 -138
VIEW Ver: 18.02.01A.0205.20 I Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
F-E 217 -141 E-D 1 0
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - F
232 -32
B - E
387 -345
F -A
1530 -1623
E - C
396 -255
F-B
0 -69
C-D
284 -381
—WARNING— Please thoroughly review the, "A-1 ROOF TRUSSES ("SELLER'I, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering ii.e. Specialty Engineer), the seal on any Too represents an acceptance ofthe professional engineedn �A-1 RIOOF
responsibility forthe design ofthe single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRIUSSE5
Building is the responsibility ofthe Owner, the Owners authorized agent orthe Building Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The approval ofthe ,�.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI.1. The approval ofthe TDo and any field Anthony ^Tombo III, P.E.
use of the Tress, Including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Tress Design Engineer is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Tress System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright® 2016 A-1 Rnaf Trusses —Anthony T. Tombo III, P.E. Reproduction of this document In any form. Is prohibited without the written permission of A•1 Roof Trusses —Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946
Job ' Truss Truss Type Qty Ply 03/25/2019
9655
75466 B1013 HIPM 1 1
576#
17"8 17-8
1'1f 1"13 1 1'3"3
12
6
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
I
k
1
E D
1113X6(R) 83X6(R)
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: No
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 17.98 it
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.1 B
Wind Duration: 1.60
Lumber
Top chord 2x6 SP #2 :T2 2x4 SP #2:
Bot chord 2x6 SP #2
Webs 2x4 SP #3
Special Loads
--(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at 0.00 to 62 plf at 3.25
BC: From 20 plf at 0.00 to 20 plf at 3.25
TC: 576 Ib Conc. Load at 1.62
BC: 458 lb Conc. Load at 1.62
Puriins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 1.98
BC 39 0.00 3.25
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
i
458#
Def /CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): 0.002 B 999 361
VERT(CL): 0.004 B 999 241
HORZ(LL): 0.002 B - -
HORZ(TL): 0.004 B - -
Creep Factor. 2.0
Max TC CSI: 0.174
Max BC CSI: 0.481
Max Web CSI: 0.385
Wgt: 57.4 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads and reactions based on MWFRS.
End verticals not exposed to wind pressure.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E 651 /- /- /- /319 /-
D 651 /- /- /- /319 A
Wind reactions based on MWFRS
E Brg Width = - Min Req = -
D Brg Width = - Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 9 -5 B-C 18 -24
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 63 -35
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - E 96 -158 B - D 203 - 368
E - B 133 -240 C - D 26 -27
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Apt
connector plates shall be used for lhe_TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance o1 the professional engineedn =f n A-RaF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ��TRUSSES
Building Is the responsibility of the Owner, the Owners authorized agent or the Building. Designer, In the context of the IRC, the IBC, local building code and TPI-I. The approval oft .."
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd.
Designer or Tress System Engineer of any building. AR capitalized terms are as defined in TPI-1.
Copydght® 2016 A-1 Roof Trusses —Anthony T. Tombo 111, RE, Reproduction of thle document, In any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply _ 03127/2019
75,466 B11 G ATIC 1 2 9980
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
1
1
11,11 1- 17 1
I•---176'to ^I^-4BY4--1 4eY4 1 12'e'10 --I
12 R �eX6(R)
5%9
9 OG 1�5%6
14X4(i) -axe 13X6' © 204%sxG Wf4(R)
B C DE F J XL M.,era R
1AA
t
AA ©:
.r.
_Sl.
-, -
111
._�
.110[14 13X4 r.4X4 .011 13X4 -BX14
I-�-17 I 1y 111'1 yy -1- 17
11'1f'4 178N 17171C1 ��}^`i-73'�47+rB'9'12-�
90
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.51 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30 :T2 2x8 SP 2400f-1.8E:
:T3 2x4 SP #2:
Bot chord 2x6 SP #2
Webs 2x4 SP #3 :W4 2x6 SP #2:
:W7 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c.
Use equal spacing between rows and stagger nails
in each row to avoid splitting.
(1) 112" bolts may be used for
(2) 0.131"x3", min. nails on
The Bottom Chord Only.
Plating Notes
All plates are 4X6(R) except as noted.
Hangers I Ties
(J) Hanger Support Required, by others
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Code I Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)110(10)
Plate Type(s):
WAVE
DefUCSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.306 1 999 360
W_RT(CL): 0.685 1 614 240
HORZ(LL): 0.137 D - -
HORZ(fL): 0.306 D - -
Creep Factor: 2.0
Max TC CSI: D.B06
Max BC CSI: 0.B97
Max Web CSI: 0.968
Wgt: 771.4 Ibs
VIEW Ver. 18.02.01A.0205.20
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in cc) Start(ft) End(ft)
TC 24 0.00 11.85
TC 0 11.85 15.79
TC 24 15.79 35.08
BC 120 0.00 35.0E
Apply purling to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Wind
Wind loads and reactions based on MWFRS.
End verticals not exposed to wind pressure.
Deflection
Max JT VERT DEFL: LL: 0.31" DL: 0.38". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Y 3378 !- /-
/- /815 /-
P 3536 /- P
/- /852 !-
Wind reactions based on
MWFRS
Y Brg Width = -
Min Req = -
P Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 268 -1177
H -1 1329 -237
B - C 396 -1851
I - J 362 -1749
C-D 415 -2108
J-K 517 -2731
D - F 523 - 2696
J - L 91 - 385
E-F 83 -402
K-M 414 -2114
F - G 355 -1753
M - N 417 -1944
G - H 1325 - 236
N - 0 282 -1236
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Y- X
0 0
T- S
2774
- 567
X - W
1234 -282
S - R
2641
- 543
W - V
2359 - 615
R - Q
1295
- 297
V-U
2474 -641
Q-P
0
0
U - T
3926 - 588
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - Y
420 -1665
AA -AB
163 -2165
A - X
1982 -451
T AC
1490
0
X - B
391 -1526
AB- T
0
-199
B - W
1498 -275
AB -AC
163
-2167
W - C
148 -1148
L -AC
66
-197
W - Z
241 -530
K - L
1461
-223
C - Z
842 - 56
AC- S
369
0
E - Z
40 -195
AC- M
545
0
D - E
1435 -242
AC- R
138
-751
Z - V
550 -131
li
71
- 867
Z- U
1448 0
R- N
1575
- 292
Z -AA
189 -1822
N - Q
407
-1596
U -AA
6 -245
Q - 0
2081
-474
G - I
698 - 3702
O - P
438
-1745
AA- T
296 -176
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpi
connector plates shall be used for the 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 m A-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only. under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the =TRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the aureo.cwcourn.
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO, n and the practices and y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the BuIldir 3 4451 St. Lucle Blvd.
Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1. Fort Pierce, FL 34946
Copyright ® late A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohidted w{thout the written permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E.
Job ' Truss Truss Type Qty Ply 03/27/2019
75466 B12 I ATIC 1 1 9992
Loading Criteria (pap
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
�17 11111— -)• 17�
14vu)75"14----3514--F 14TID�
23Xe .6Xe .3xe .3xio WX16 -ws -axe
—17 i 1111' 1 17 -{
R
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 ft
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber .
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(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 purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 11.85
TC 0 11.85 15.79
TC 24 15.79 35.08
BC 112 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
1sal
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.156 F 999 360
VERT(CL): 0.355 F 999 240
HORZ(LL): 0.055 A - -
HORZ(fL): 0.154 A - -
Creep Factor., 2.0
Max TC CSI: 0.663
Max BC CSI: 0.975
Max Web CSI: 0.988
Wgt: 340.9 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
♦ Maximum Reactions (Ibs) '
Gravity
Non -Gravity
Loc R+ !R- !Rh
/Rw /U /RL
W 2103 /- !-
/779 /461 /113
N 2103 !- /-
7779 /461 /-
Wind reactions based on
MWFRS
W Brg Width = -
Min Req = -
N Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 444 -1279
G - H 496 - 38
B - C 712 -2341
H -1 70T -2045
C - E 696 -2356
I - J 694 -2350
D - E 182 -362
I - K 183 -366
E - F 700 -2043
J - L 712 -2339
F - G 497 -40
L - M 444 -1279
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind
W-V
113 -113
R-Q
1481
-630
V - U
1460 - 547
Q - P
1468
- 550
Wind loads based on MWFRS with additional C&C
U - T
1460 -547
P - O
1468
-550
member design.
T- S
1476 - 528
O- N
0
0
End verticals not exposed to wind pressure.
S - R
2626 -419
Deflection
Maximum Web Forces Per Ply (Ibs)
Max JT VERT DEFL: LL: 0.15" DL: 0.26". Provide for
Webs
Tens.Comp.
Webs
Tens.
Comp.
adequate drainage of roof.
A - W
821 - 2054
Y - Z
245
- 589
A - V
2307 - 802
R -AA
1856
-14
V-B
733-1819
Z-R
14
-425
V - X
527 -403
Z -AA
248
- 594
B - X
1819 -438
K -AA
468
- 674
D - X
467 - 670
J - K
200
-113
C - D
199 -110
AA- Q
255
0
X - T
260 0
AA- L
1815
-438
X - S
1763 -10
AA- 0
506
-411
X - Y
322 -487
L - 0
732
-1815
S - Y
41 -461
0 - M
2307
- 802
F - H
783 -2893
M - N
821
-2055
Y - R
379 -327
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
99
connector plates shall be used for the TOD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn �A-11 RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '0910�=TRUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the r
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building coda and TPI-1. The approval ofthe TDD and any field Anthony.^Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1.
Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document, in any form, Is prohibited without the wdtten pennisslcn of A-1 Rod Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466 '
Truss Truss Type
B13 ATIC
1ty I Pry 103/2712019
10025
Loading Criteria (p60
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
I
1
11,11- - 17 •1
—1s190 2'1°14 i 21'1/ 164'10 �
12
Essm
11"R) M1e6(R) n , T1 "(R)
I
I �1 �Iifi
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T1 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(") 4 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 35.08
BC 106 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers i Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
.6xe ss�a6 P �Zo -4X16 ss3os .6w
N
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
171
Def 1CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.319 N 999 36
VERT(CL): 0.815 N 516 24
HORZ(LL): 0.032 A - -
HORZ( L): 0.100 A -
Creep Factor: 2.0
Max TC CSI: 0.659
Max BC CSI: 0.989
Max Web CSI: 0.954
Wgt: 338.8 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 124-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.32" DL: 0.53". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity
Non -Gravity
Loc R+ / R- / Rh
/ Rw / U / RL
S 2086 /- /-
/763 /490 /71
J 2086 /- P
/763 /490 P
Wind reactions based on
MWFRS
S Brg Width = -
Min Req = -
J Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 398 -1133
E - F 581 -1106
B - C 669 - 2128
F - G 629 -1983
C - D 632 -1995
G - H 659 - 2127
D - E 581 -1107
H -1 398 -1133
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S-R
71 -71
N-M
1299
-479
R - Q
1293 -485
M - L
1296
-486
Q - P
1293 -485
L - K
1296
-486
P- O
1298 -478
K- J
0
0
O - N
2352 -375
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - S
828 - 2038
E - X
902
- 385
A - R
2204 -774
X - F
238
-1135
R-B
731 -1813
X-Z
63
-153
R - U
664 - 358
N -AB
1872
- 63
B - U
1846 -486
Y - N
14
-428
C - T
439 - 576
Y -AB
293
- 496
T-U
515 -719
F-Z
240
-302
T-V
59 -201
Z-AA
62
-212
U - P
274 0
G -AA
440
- 578
U-O
1778 -55
AA -AB
516
-722
U - W
364 -393
AB- M
270
0
V - D
240 -302
AB- H
1844
-485
V - X
72 -142
AB- K
650
- 361
D-X
241 -1147
H-K
730
-1810
O - W
55 -466
K -1
2204
-774
W - N
385 - 341
I - J
828
-2038
W-Y
291 -491
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verity design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering Q.e. Specially Engineer), the seal on any TDD represents an acceptance of the professional engineerin �� p-� ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the AA-4
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context olthe IRC, the IBC, local building code and TPI.1. The approval of the . .,
responsibility of the Owner, the Owners 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 Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Truss System Engineer of any building. Ail capitalized terms are as defined In TPI-1.
Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466
Truss
B14
Truss Type
ATIC
Qty I Ply 1 03/27/2019
10009
Loading Criteria (Ps0
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
k17 i 11'1. i 17 1
�term�l�t-fir. tsrto�
12
6�
14X6(R) ssan 'Y" �M 14Jt6(a)
A a C a¢ �j((�F'sxw¢a.¢� e a I
`I..�I
a
.6Xe .5" �U10 MX16 11.5X4 L �W
i 17 i 1111" i 17 -
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W2 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 except as noted.
(1) - plates so marked were sized using D%
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 0.00 35.08
BC 99 0.00 35.08
Apply purins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind.pressure.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Deft/CSI Criteria
PP Deflection in IDc Udefl U#
VERT(LL): 0.164 D 999 36
VERT(CL): 0.393 D 999 24
HORZ(LL): 0.041 A - -
HORZ(rL): 0.123 A - -
Creep Factor: 2.0
Max TC CSI: 0.661
Max BC CSI: 0.966
Max Web CSI: 0.973
Wgt: 378.0 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.16" DL: 0.24". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
S 2086 /- A
/742 /511 /25
J 2086 /- P
/742 /511 A
Wind reactions based on MWFRS
S Brg Width = -
Min Req = -
J Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A"- B 364 -1035
E - F 1409 - 3218
B - C 578 -1891
F - G 1046 -2497
C - D 1046 -2499
G - H 578 -1890
D - E 1410 -3221
H -1 364 -1035
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords, Tens. Comp.
S - R
25 - 25
N - M
1294
- 521
R - Q
1286 -505
M - L
1290
- 511
Q - P
1286 - 505
L - K
1290
- 511
P-O
1292 -516
K-J
0
0
O-N
2311 -361
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - S
825 -2038
W - X
95
-180
A - R
2164 -760
E - X
1917
- 870
R - B
727 -1806
F - X
945
-1878
R - U
597 -433
X - G
760
-495
B-U
1712 -415
X-Z
23
-64
T - U
467 - 655
N -AA
1844
- 95
T - C
462 -606
Y - N
11
-421
T - W
22 -61
Y -AA
157
- 648
U- P
274 0
G- Z
462
- 608
U - O
1755 - 85
Z -AA
468
- 658
U - V
224 - 549
AA- M
271
0
C - W
758 -494
AA- H
1710
-414
O - V
64 -460
AA- K
583
-437
V - N
387 - 348
H - K
726
-1803
V - Y
155 -643
K -1
2164
-760
W - D
946 -1862
I - J
825
-2038
W - E
1922 - 871
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES .("SELLER' ), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TOO) and4he Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only AIpI �,
connector plates shall be used for the 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 =A_� RUOF
responsibilhy for the design of the single Truss depicted on the TDD only, under TP41. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the. -TRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .ram
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
CopyrightO 2016 A-1 Roof Trusses —Anthony T. Tombo 111.P.E. Reproduction of this document, in any form, Is prohibited without the written permissionofA-1 Roof Trusses—Amhony T. Tombo 111, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03l27/2019
75466 B 15 ATIC 1 1 10003
�,r + ,r,• ,z—I
351-
11'X6(R) 94)6(R) '3U NIP4 24)y6(R) 114X6(R)
r�
a
Loading Criteria (pso
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00
Mean Height: 16.90 It
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 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 :W1, W2, W5 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 except as noted.
(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 purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 98 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
MISS -d
p O P O N M L K J
I7X8(R) H.5)(4 r•3X10 �"is 31.5X4 �7X6(R)
R
Code I Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0:'Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.12" DL: 0.18". Provide for
adequate drainage of roof.
Additional Notes
Truss must be installed as shown with top chord up.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
VERT(LL): 0.122 E 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.281 E 999 240
S 1999 /- 1-
/729 /527 1-
HORZ(LL): 0.034 A - -
J 1999 !- /-
/729 /527 /-
HORZ(fL): 0.092 A - -
Wind reactions based on
MWFRS
Creep Factor: 2.0
S. Brg Width = -
Min Req = -
Max TC CSI: 0.555
J Brg Width = -
Min Req = -
Max BC CSI:. 0.977
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.970
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 371.0 Ibs
A - B 328 -913
E - F 840 -2115
B-C 513 -1668
F-G 840 -2115
VIEW Ver: 18.02.01A.0205.20
C - D 840 - 2115
G - H 513 -1667
D - E 840 - 2115
H -1 329 - 912
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S-R
0 0
N-M
899
-633
R - Q
897 - 520
M - L
907
- 619
Q - P
897 -520
L - K
907
-519
P- O
892 - 535
K- J
D
0
O-N
2153 -301
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - S
814 -1950
E - W
290
- 323
A - R
2042 -735
W - G
562
- 355
R-B
714 -1740
W-Y
13
-24
R-U
502 -211
N-Z
17T7
-112
B-U
1629 -390
X-N
11
-418
T-U
437 -6D7
X-Z
7
-710
T - C
435 - 561
G - Y
435
- 563
T - W
13 -22
Y - Z
437
- 609
U-P
273 0
Z-M
Z70
0
U - O
1693 -102
Z - H
1626
- 389
U-V
46 -615
Z-K
489
-210
C - W
559 - 354
H - K
714
-1738
O - V
69 -438
K -1
2042
- 735
V-N
185 -187
I-J
814
-1950
V - X
7 -7D5
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. __
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl951 connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin � A-11 RROF
responsibility forthe design of the single Truss depicted on the TDD only, under TPN. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the "ATRUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BBCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building.. All capitalized terms are as defined in TPI-1.
Copyright 0 2016 A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of AA Roof Trusses -Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946
Job
75466
Truss Truss Type
B16 ATIC
1ty 11y 103127121119
10031
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
i
1
1]
D�
lkxelR) �0 �]R4 a 5%6 .G �6x6 14xBpq
`i ONi '1
M
Mi
,U
stile D HSxt .oz°to .4zfs H9x4 L am
i1z 11,11 '1 17 1
Wind Criteria -
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category:11
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W2 2x4 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 except as noted.
(1) - plates so marked were sized using 0%D
Fabrication Tolerance, 10 degrees Rotational
Tolerance, and/or zero Positioning Tolerance.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 35.08
BC 99 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
N
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
164
Def 1CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.160 D 999 36
VERT(CL): 0.384 D 999 24
HORZ(LL): 0.040 A - -
HORZ(rL): 0.122 A - -
Creep Factor: 2.0
Max TC CSI: 0.643
Max BC CSI: 0.973
Max Web CSI: 0.982
Wgt: 378.0 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.16" DL: 0.24". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity
Non -Gravity
Loc R+ /R- !Rh
/Rw /U /RL
S 2086 /- /-
1741 /512 /22
J 2086 /- /-
1741 /512
Wind reactions based on MWFRS
S Brg Width = -
Min Req = -
J Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B . 362 -1030
E - F 1376 - 3157
B - C 575 -1880
F - G 1030 - 2475
C - D 1030 - 2476
G - H 575 -1879
D - E 1377 - 3161
H - I 362 -1030
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - R
22 -22
N - M
1288
- 523
R - Q
1279 - 508
M - L
1283
- 513
Q - P
1279 - 508
L - K
1283
- 513
P-0
1286 -518
K-J
0
0
O - N
2303 - 357
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - S
825 - 2038
W - X
156
- 203
A - R
2161 -759
E - X
1832
- 834
R - B
726 -1806
F - X
923
-1825
R - U
600 - 432
X - G
743
- 482
B - U
1708 -414
X - Z
22
- 60
T - U
467 - 655
N -AA
1844
- 97
T-C
461 -606
Y-N
11
-421
T - W
21 - 57
Y -AA
155
- 652
U- P
274 0
G- Z
462
- 608
U - 0
1755 - 87
Z -AA
468
- 657
U - V
222 - 553
AA- M
271
0
C - W
741 -481
AA- H
1706
-414
O - V
65 -460
AA- K
585
-435
V - N
387 - 349
H - K
726
-1804
V - Y
153 -646
K - I
2161
-759
W - D
924 -1831
I - J
825
- 2038
W - E
1838 - 835
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'j, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF
responsibility for the design of the single Truss.deplcted on the TDD only, under TPF7. The design assumptions, loading conditions, suitability and use ofthis Truss for any Building Is the-��7RU55E5
Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the ..
responsibility of the Owner, the Owners allthDdzed agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD end the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4.
copyright 02016 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is proNbited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/27/2019
75466 B 17 ATI C 1 1 10041
7e'14 l 2714
,2
a 7 e.5x6
14e(6(R) Mxa A) r -_._n ZA�& --_ n §?-- I9(6(R)
a Bus
Loading Criteria (pso Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 16.71 it
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :Tl 2x4 SP M-30:
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(") 4 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Pudins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 35.08
BC 105 0.00 35.08
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
N3xe
.o(s .ice P .3zlo .ua6 g .33x6 .aim
3s,
1z q 11,11- i IT i
R
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.33" DL: 0.55". Provide for
adequate drainage of roof.
Defl/CSI Criteria
A Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity
Non -Gravity
VERT(LL): 0.328 N
999 360
Loc R+ / R- / Rh
/ Rw / U / RL
VERT(CL): 0.840 N
501 240
S 2086 A A
/762 /491 /68
HORZ(LL): 0.032 A
- -
J 2086 /- A
7762 /491 A
HORZ(TL): 0.100 A
- -
Wind reactions based on
MWFRS
Creep Factor: 2.0
S Brg Width = -
Min Req = -
Max TC CSI: 0.673
J Brg Width = -
Min Req = -
Max BC CSI: 0.966
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.964
Chords Tens.Comp.
Chords Tens. Comp.
Wgt: 336.0 Ibs
A - B 396 -1126
E - F 598 -1172
B - C 666 -2115
F - G 635 -1997
VIEW Ver: 18.02.01A.0205.20
C - D 638 -2007
G - H 665 -2114
D - E 598 -1172
H -1 396 -1125
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S - R
68 -68
N - M
1295
-480
R-Q
1287 -464
M-L
1291)
-4:
Q - P
1287 -484
L - K
1290
-466
P- O
1294 -479
K- J
0
0
O - N
2348 - 375
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - S
828 - 2038
E - X
973
-403
A - R
2200 -773
X - F
217
-1088
R-B
731 -1812
X-Z
67
-129
R - U
660 - 358
N -AB
1870
- 65
B - U
1843 -486
Y - N
14
-427
C-T
442 -578
Y AB
285
-505
T - U
517 -721
F - Z
242
- 304
T-V
49 -173
Z-AA
52
-181
U - P
274 0
G -AA
443
- 581
U - O
1776 -57
AA -AB
518
-723
U - W
356 -401
AB- M
270
0
V - D
242 - 304
AB- H
1841
- 486
V - X
74 -119
AB- K
646
- 361
D - X
220 -1100
H - K
730
-1809
O - W
55 -465
K -1
2200
-773
W - N
384 - 340
I - J
828
- 2038
W - Y
2B3 -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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too. only Alpi
connector plates shall be used for the 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 EA-11 ROOF
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 �TRU55E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TP11. The approval of the ,.. .,
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Suildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright ®2016 A•1 Roof Trusses —Anthony T. Tombo ill,P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A-1 Roof Tman —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job
75466
Truss
B18
Truss Type
ATIC
ry. 1y 103/27/2019
t1
10054
Loading Criteria (Pao
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
-1z 1rr 1z�.
1P1'10�}-3,r14--+-37rI4-14•I'10 •{
13X8 -exe -3X8 -3X10 -4X19 -Us .8X8
351'
(�1T 11'1' + 1T�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 it
TCDL: 5.0 psf
BCDL: 6.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :83 2x6 SP #2:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(I) - plates so marked were sized using 0%
Fabrication Tolerance, 10 degrees Rotational
Tolerance, and/or zero Positioning Tolerance.
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 11.85
TC 0 11.85 15.79
TC 24 15.79 35.08
BC 112 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall,be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
+ 1511
Isis
Code / Misc Criteria DefI/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TPI Std: 2014 VERT(LL): 0.152 F 999 360
Loc R+ / R- / Rh
/ Rw
/ U / RL
Rep Factors Used: Yes VERT(CL): 0.357 F 999 240
W 2104 /- A
/778
/463 1111
FT/RT:10(0)/10(10) HORZ(LL): 0.062 A - -
N 2104 A !-
/778
/463 !-
Plate Type(s): HORZ(rL): 0.147 A - -
Wind reactions based on
MWFRS
WAVE Creep Factor: 2.0
W Brg Width = -
Min Req = -
Max TC CSI: 0.668
N Brg Width = -
Min Req = -
Max BC CSI: 0.976
Maximum Top Chord Forces Per
Ply (Ibs)
Max Web CSI: 0.909
Chords Tens.Comp.
Chords
Tens. Comp.
Wgt: 340.9 Ibs
A - B 441 -1270
G - H
436 - 38
B - C 707 -2330
H - I
694 -2034
VIEW Ver: 18.02.01A.0205.20
C - E 689 -2336
I - J
688 -2329
Loading
D-E 181 -360
I-K
182 -365
E - F 693 -2032
J - L
707 -2328
Live loads applied in combination per ASCE 7 sec.
F - G 438 -39
L - M
441 -1270
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
Maximum Bot Chord Forces Per
Ply (Ibs)
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Chords Tens.Comp.
Chords
Tens. Comp.
Wind
W-V 111 -111
R-Q
1459 -521
V - U 1443 - 541
Q - P
1451 - 544
Wind loads based on MWFRS with additional C&C
U - T 1443 -541
P - O
1451 -544
member design.
T- S 1453 - 519
O- N
0 0
End verticals not exposed to wind pressure.
S - R 2596 -411
Deflection
Max JT VERT DEFL: LL: 0.15" DL: 0.25". Provide for
adequate drainage of roof.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - W
821 -2056
Y - Z
260
- 568
A - V
2303 - 800
R -AA
1858
-17
V - B
733 -1823
Z - R
15
-426
V - X
542 - 392
Z -AA
282
- 573
B - X
1822 -438
K AA
468
-676
D - X
467 - 672
J - K
205
-129
C - D
204 -126
AA- Q
257
0
X - T
262 0
AA- L
1819
-438
X - S
1765 -13
AA- O
621
-400
X - Y
337 -466
L - O
732
-1819
S - Y
41 -462
O - M
2303
- 800
F - H
745 -2798
M - N
821
-2056
Y - R
378 - 326
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD• only Alp! -�
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A.1 ROOF
responsibility for the design of the single Truss depicted on the TDD only. under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ITRUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the ,
responsibility of the Owner, the Owner's authorized agent or the Building Designer. In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony.^Tombo III, P.E.
use of the Truss, including handling, storage, installation. and bracing shall be the responsibility of the Building Designer and Contractor. All. notes set out in the TDD and the practices and y
guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4.
Copydghtdf7016A-1 Roof Trusses-AnthonyT. Tombo ill, P.E. Reproduction of this document, in any farm. Isprohidtedwithout the widenpermission ofhl Roof Trusses -Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946
Job Truss Truss Type City Ply 01/27/2019
7_466 B19 ATIC 1 1 1 10062
Loading Criteria (pap
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00 .-
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
i
1
IT 11.1"
- tzs•to-{--ae,a-{-as•14- 1
M
Wind Criteria
Code ! Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: ll
FT/RT.10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 ft
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x8 SP 240M--1.13E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:133 2x6 SP #2:
Webs 2x4 SP #3 :W5 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 11.85
TC 0 11.85 15.79
TC 24 15.79 35.08
BC 109 0.00 35.08
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
End verticals not exposed to wind pressure.
1.1• 1- 17
Def 1CSI Criteria
PP Deflection in Ioc Udefl U#
VERT(LL): 0.288 F 999 360
VERT(CL): 0.691 F 609 240
HORZ(LL): 0.143 C - -
HORZ(TL): 0.347 C - -
Creep Factor: 2.0
Max TC CSI: 0.920
Max BC CSI: 0.994
Max Web CSI: 0.930
Wgt: 318.5 Ibs
VIEW Ver. 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Deflection
Max JT VERT DEFL: LL: 0.29" DL: 0.47". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh !Rw /U /RL
W 2084 !- /-
f792.
/437 /156
N 2084 - /- /-
f792
/437 /-
Wind reactions based on MWFRS
W Brg Width = -
Min Req = -
N Brg Width = -
Min Req = -
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
A - B 492 -1420
G - H
1382 - 279
B - C 747 -2458
H -1
.750 -2132
C - E 842 - 2972
I - J
839 - 2962
D - E 159 -349
I - K
160 - 354
E - F 750 -2130
J - L
746 -2456
F - G 1383 -279
L - M
492 -1420
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
W - V
156-156
R - Q
2320
- 791
V - U
2144 -751
Q - P
2152
-753
U-T
2144 -751
P-0
2152
-753
T- S
2315 -788
O- N
0
0
S - R
3545 - 668
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - W
812 -2037
Y - Z
. 12 -1377
A - V
2380 - 824
R -AA
1764 - 59
V - B
689 -1672
Z - R
15 - 394
V - X
252 - 888
Z -AA
12 -1383
B - X
1650 -394
K /W
436 - 634
D - X
436 -631
J - K
772 -17
C - D
779 -19
AA- Q
230 0
X - T
234 0
AA- L
1647 - 383
X - S
1682 - 46
AA- O
254 - 890
X - Y
10 -1290
L - O
688 -1669
S - Y
55 -434
O - M
238D - 824
F - H
1279 -4107
M - N
813 -2037
Y - R
380 - 338
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional eingineerinj
=A4 RGGp
responsibility for the design of the single Truss depicted on the Too only, under TPF7. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the=TRU55E5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC; the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the centext of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
Us. of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Trims System Engineer of any building. All capitalized tem. are as defined In TPI-1.
Copyright 02018 A-1 Roof Trusses -Anthony T.Tombo III, P.E. Reproduction of this document, In any form. Is prohibited without the wdden permksion of A.l Rooi Tmsees-Amhony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
76466
Truss
B20
Truss Type
ATIC
Qty Ply 1 03/27/2019
1 1
10098
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
i- 11710 i-so•14--}�so.14-1 111110 -{
361"
i 17 , i 119•
11M
Wind Criteria
Code i Mist; Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 It
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.51 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.61
Lumber
Top chord 2x4 SP #2:T2 2x8 SP 24001--1.8E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:B3 2x6 SP #2:
Webs 2x4 SP #3
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 11.67
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 0 23.63 29.08
TC 24 29.08 35.08
BC 114 0.00 35.08
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Deflection
Max JT VERT DEFL: LL: 0.42" DL: 0.67". Provide for
adequate drainage of roof.
Ili
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.422 F 997 360
VERT(CL): 0.999 F 421 240
HORZ(LL): 0.207 A - -
HORZ(fL): 0.498 A - -
Creep Factor: 2.0
Max TC CSI: 0.910
Max BC CSI: 0.981
Max Web CSI: 0.963
Wgt: 338.1 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- ! Rh / Rw / U / RL
W 2063 !- /-
/B02 /408 /202
N 2063 /- /-
/B02 /408 /-
Wind reactions based on MWFRS
W Brg Width = -
Min Req = -
N Brg Width = -
Min Req = -
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 555 -1601
G - H 1505 - 383
B - D 559 -1602
H -1 769 -2116
C - D 269 -1265
I - J 632 - 2362
D - E 633 - 2364
J - K 559 -1602
E - F 768 -2113
J - L 269 -1263
F - G 1507 - 384
K - M 555 -1601
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind
W-V
202 -202
R-Q
2820
-941
V - U
2755 - 924
Q - P
2767
- 927
Wind loads based on MWFRS with additional C&C
U - T
2755 - 924
P - O
2767
- 927
member design.
T- S
2808 - 939
O- N
0
0
End verticals not exposed to wind pressure.
S - R ,
4086 - 819
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - W
802 -2015
Y - Z
136 -1929
A - V
2474 - 857
R -AA
1686 -114
C - V
651 -1546
Z - R
27 - 376
C - X
779 -144
Z -AA
136 -1935
B - C
368 -415
AA- Q
204 0
V - X
372 -1277
AA-1
560 - 67
E - X
567 - 55
AA- L
778 -144
X - T
208 0
AA- O
376 -1290
X-S
1617 -99
K -L
368 -414
X - Y
130 -1847
L - 0
650 -1542
S - Y
77 -408
0 - M
2474 - 857
F - H
1421 -4180
M - N
802 -2015
Y - R
349 - 308
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E.Reference Sheet before use. Unless otherwise stated on the TDo, only Alpi
connector plates shall be used forthe TDo to be valid. As a Truss Design Engineedng p.e. Specially Engineer), the seal on any TDo represents an acceptance of the professional engineerin p-1 RppF
responsibility for the design ofthe single Truss depicted on the TDo only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Alk-TRUSSES
Building Is the responsibility ofthe Owner, the Owner's authorized agent orthe Building. Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval oft.. .. ..
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval ofthe Too and any field Anthony. Tombo III, P.E.
use ofthe Truss, Including handling, storage, Installation and bracing shall be the responsibility ofthe Building.Deslgner and Contractor. All notes set out in the TDo and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TP,I and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by Contract agreed upon In writing by a6 parties involved. The Truss Design Engineer is NOT the Buildly g 4451 St. Lucie Blvd.
Des14.
CCopyright® 016A-ner or Truss SRoofTumesstem BAnthonr of yT.ToobIn,REAll �Reprductionofthisdocumeare as etInIn anyfororm,IsprohidledMthoutthe vMttenpermission ofA-1Roof Trusses -Anthony T.TomboIII, P.E. Fort Pierce, FL 34946
Job
75466
Truss
B21
Truss Type
ATIC
1ty 11y 10312712019
10093
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
i
li
11'1' 1 17r12- I
i 10,1110 i�T4•14- i
6
1109
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT.10(0)/10(10)
FRCP: C Kzt: NA
Plate Type(s):
Mean Height: 16.71 ft
WAVE, HS
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to It
C&C Dist a: 3.55 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x8 SP 2400f-1.8E :T1 2x4 SP M-30:
:T3 2x4 SP #2:
:T4 2x4 SP 2400f-2.0E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:B3 2x6 SP #2:
Webs 2x4 SP #3 :W2, W6, W9 2x4 SP #2:
:W10 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
(") 2 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 puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 10.14
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 241 24:95 36.21
BC 81 0.00 35.48
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" Do. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
spwrpNn neck
esSt2
IIJ
Def /CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.379 E 999 361
VERT(CL): 0.908 E 469 241
HORZ(LL): 0.155 A - -
HORZ(iL): 0.371 A - -
Creep Factor. 2.0
Max TC CSI: 0.789
Max BC CSI: 0.984
Max Web CSI: 0.B97
Wgt: 319.9 Ibs
VIEW Ver: 18.02.01A.0205.20
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Right end vertical exposed to wind pressure.
Deflection meets U360.
Deflection
Max JT VERT DEFL: LL: 0.38" DL: 0.60". Provide for
adequate drainage of roof.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
V 2086 A /- /842 /612 /533
AA 2110 P 1- /B32 /593 /-
Wind reactions based on MWFRS
V Brg Width = - Min Req = -
AA Brg Width = 7.3 Min Req = 2.5
Bearing AA is a rigid surface.
Bearing AA requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 677 -1882 G - H 804 - 2106
B - C 679 -1894 H -1 1203 - 3725
C - D 1174 -3720 I - J 849 -1975
D - E 835 -2110 J - K 846 -1974
E- F 1288 - 363 K- L 0 0
F - G 1291 - 394
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
V - U
451 - 533
Q - P
2983 -1033
U - T
2766 -1114
P - O
2947 -1025
T - S
2766 -1114
O - N
2947 -1025
S-R
2796 -1125
N-M
211 -194
R - Q
4133 - 972
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A - V
840 -2037
X - Y
431
-2020
A - U
2677 - 964
Q - Z
1591
- 286
B - U
344 - 390
Y - Q
30
- 372
U - C
470 -1797
Y - Z
431
- 2026
U- W
516 - 328
Z- P
207
0
C - W
785 -2098
Z - H
2826
-771
D - W
2814 -665
Z -1
1013
-2190
W- S
217 0
Z- N
566
- 633
W - R
1632 -193
I - N
470
-1702
W - X
330 -1890
J - N
355
- 410
R-X
101 -419
N-K
2721
-957
E - G
1497 - 3901
K - M
864
- 2058
X - Q
378 - 281
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Vedy design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpl
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineers -p_1 ROOF
responsibiliy forthe design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the A=TRussEs
Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the .,.,.,
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field AnthonyT. Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright®z016A.1 RoofTruases-Anthony T.Tombo III, P.E. Reproduction ofthis document, In any form, Is prohibited withoul the wdaen permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466
Truss
B22
Truss Type
ATIC
Qty I Ply 03/27/2019
10078
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
�17 11'1' 174'12�
i 6710e'a•14 -F e1"14 i are-�{
-17 111" + 174*12
+ 110y
11a
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed -
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist h/2 to h
C&C Dist a: 3.65 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration:1.60
Lumber
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :B2 2x4 SP M-30:
:B3 2x6 SP #2:
Webs 2x4 SP #3 :W2, W6, W9 2x4 SP #2:
:W10 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 8.80
TC 0 11.83 15.79
TC 24 15.79 23.26
TC 24 26.28 36.21
BC 79 0.00 35.48
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Hangers / Ties
(J) Hanger Support Required, by others
Deflection
Max JT VERT DEFL: LL: 0.39" DL: 0.62". Provide for
adequate drainage of roof.
Code / Misc Criteria Def1/CSl Criteria
Code: FBC 2017 RES PP Deflection in loc Udefl U#
TPI Std: 2014 VERT(LL): 0.392 E 999 361
Rep Factors Used: Yes VERT(CL): 0.938 E 453 241
FT/RT:10(0)/10(10) HORZ(LL): 0.155 D - -
Plate.Type(s): HORZ(R): 0.370 D - -
WAVE, HS
Creep Factor: 2.0
Max TC CSI: 0.649
Max BC CSI: 0.988
Max Web CSI: 0.819
Wgt: 312.2 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 12-0-0 to 23-1-0: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls:10 PSF
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Right end vertical exposed to wind pressure.
Deflection meets U360.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
V 2086 /- /- /837 /601 l528
AA 2110 /- P 1832 /597 /-
Wind reactions based on MWFRS
V Brg Width = - Min Req = -
AA Brg Width = 7.3 Min Req = 2.5
Bearing AA is a rigid surface.
Bearing AA requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 784-2247 G-H 797 -2101
B - C 785 - 2249 H -1 1030 - 3362
C - D 1032 - 3356 I - J 935 -2358
D - E 827 -2104 J - K 933 -2356
E- F 1306 -369 K- L 0 0
F - G 1309 - 400
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
V - U
462 - 528
Q - P
3068 -1094
U - T
2846 -1108
P - 0
3033 -1084
T - S
2846 -1108
O - N
3033 -1084
S - R
2876 -1119
N - M
177 -163
R - Q
4206 - 978
Maximum Web Forces Per Ply jibs)
Webs Tens.Comp. Webs Tens. Comp.
A - V
819 -2036
X - Y
464 -2081
A - U
2941 -1027
Q - Z
1581 - 345
B-U
316 -317
Y-Q
32 -370
U - C
459 -1828
Y - Z
464 - 2087
U-W
614 -309
Z-P
21D 0
C - W
619 -1485
Z - H
2O45 -456
D - W
2032 -407
Z -1
769 -1590
W- S
219 0
Z- N
635 - 596
W - R
1626 -251
I - N
452 -1739
W - X
395 -1951
J - N
327 - 335
R-X
120 -418
N-K
3007 -1031
E - G
1496 -3916
K - M
847 -2057
X - Q
390 - 334
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
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 engineedn q-1 REIDF
responsibility for the design of the single Truss depicted on the TOD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the - '164 USSE5
Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI- 1. Thu approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, inducting handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out In the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. AD capitalized terms are as defined In TPI-1.
Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo 111,P.E Reproductionefthls document In any torm,ls prohitlted without the writlen Dermission of A.1 Roof Trusses -Anthony T. Tombo ill, RE Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/26/2D19
75466 1 B23 ATIC 1 1 1.1 saos
Loading Criteria (pall
TCLL: 20.00
TCDL: 10.0.0
BOLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
-11.11•15 11Y• 17f12�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzk NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.55 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
SEATRATER � TP mRm aE1TnATER
11'11'14
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
12P12 �1�
110t
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.111 R 999 36
VERT(CL): 0.247 Q 898 24
HORZ(LL): 0.098 D - -
HORZ(TL): 0.193 D -
Creep Factor. 2.0
Max TC CSI: 0.591
Max BC CSI: 0.974
Max Web CSI: 0.879
Wgt: 305.9 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
U 1735 /- A /1190 /724 /525
O 1706 A /- /672 /400 A
AA 826 A /- /479 /293 A
Wind reactions based on MWFRS
U Brg Width = 8.0 Min Req = 2.0
O Brg Width = 8.0 Min Req = 2.0
AA Brg Width = 7.3 Min Req = 1.5
Bearings U, O, & AA are a rigid surface.
Bearings U, O, & AA require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Loading
A - B
194 -147
F - G
200
-102
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Live loads applied in combination per ASCE 7 sec.
B - C
265 -712
G - H
457
-923
:T4 2x4 SP M-30:
2.4.1 use 0.75 factor for multiple live loads.
C - D
356 -1118
H -1
326 -1030
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Attic room loading from 11-11-15 to 23-0-15: Live
D - E
450 -839
I - J
425
-966
•B4 2x4 SP M-30:
Webs 2x4 SP #3 :W9 2x4 SP #2:
Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
E - F
315 -158
J - K
0
0
Kneewalls: 10 PSF
:W11 2x6 SP #2:
Wind
Maximum Bot Chord Forces Per
Ply (Ibs)
Bracing
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp.
Chords
Tens. Comp.
(a) Continuous lateral restraint equally spaced on
member design.
member.
V - U
0 0
Q - P
2255
- 374
Left end vertical not exposed to wind pressure.
U - T
414 - 567
P - O
503 -1199
Plating Notes
Right end vertical exposed to wind pressure.
T - S
1772 -708
O - N
473 -1129
All plates are 1.5X4 except as noted.
Deflection meets U360.
S - R
1772 -708
N - M
473 -1129
Left cantilever is exposed to wind
R - Q
1806 -725
M - L
140
-129
s
Left bottom chord exposed to wind.n
lieu of structural panels or rigid ceiling use puriins
In lieu
Maximum Web Forces Per Ply (Ibs)
to laterally brace chords as follows:
Webs
Tens.Comp.
Webs
Tens. Comp.
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 D.00 7.47
A - V
135 -77
X - P
370
- 893
TC 0 11.82 15.79
A - U
195 -256
X - Y
394
- 828
TC 24 15.79 23.25
U - B
797 -1492
P - Z
2746
- 621
TC 24 27.61 36.20
B - T
1437 -591
Y - P
18
-410
BC 58 0.00 35.47
T - C
286 - 952
Y - Z
394
- 836
Apply pudins to any chords above or below fillers
T - W
731 -1069
Z - O
667 -1480
at 24" OC unless shown otherwise above.
C - W
175 -136
Z - H
428
- 377
Collar -tie braced with continuous lateral bracing at
D - W
388 -214
Z -1
359
-424
24" oc. or rigid ceiling.
W - R
289 -179
Z - M
2071
- 644
The TC of this truss shall be braced with attached
W - Q
694 -346
I - M
386
- 837
spans at 24" oc in lieu of structural sheathing.
W - X
537 -1615
M - J
1087
- 362
Q - X
253 -146
J - L
408
-759
E - G
650 -1003
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpir a-�
connector plates shall be used for the 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 A-11 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 1=TRUSSE5
Building is tha responsibility of the Owner, the Owners authorized agent or the Building Designer, In the comext of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer• in the context of the IRC, the IBC• local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use ofthe Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities anddutiesof the Truss # 80083
Designer. Truss Design Engineer and Truss Manufacturer• unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Bulldir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized tams are defined in TPI4.
Copyright ®2016 A-1 Pool Trusses -Anthcny T. Tombo III, PE. Reproduction of this document, In any form. Is proNBted without the written permission of Al Roof Tresses -Anthony T. Tombo Ill. P.F Fort Pierce, FL 34946
Job
75466
Truss Truss Type
B24 ATIC
Qty I Ply 103/26/2019
9833
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00 .
BCLL: 0.00
BCDL: 10.00-
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
1
�t,-11.15 I It'1• t 17�12
SEATRATER SEAT RATE RM SSATMTER
�4e7 1e'8. i 1774 1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.55 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2 :T2 2x8 SP 2400f-1.8E:
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Webs 2x4 SP #3 :W9 2x4 SP #2:
:W11 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X4 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pur ins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 6,13
TC 0 11.82 15.79
TC 24 15.79 23.25
TC 24 28.94 36.20
BC 62 0.00 35.47
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASIDE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 11-11-15 to 23-0-15: Live
Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
17ff7 �1�7
a%•11
6 list
1101
Code / Misc Criteria
Def11CSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
TPI Std: 2014
VERT(LL): 0.125 R 999 361
Rep Factors Used: Yes
VERT(CL): 0.263 Q 843 24
FT/RT:10(0)/10(10)
HORZ(LL): 0.111 D - -
Plate Type(s):
HORZ(TL): 0.224 D - -
WAVE
Creep Factor: 2.0
Max TC CSI: 0.595
Max BC CSI: 0.973
Max Web CSI: 0.910
Wgt: 306.6 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Right end vertical exposed to wind pressure.
Deflection meets U360. \
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh ! Rw / U / RL
U 1739 /- /- /1229 /676 /522
O 1705 P /- f705 /404 !-
AA 822 /- /- /478 /261 J-
Wind reactions based on MWFRS
U Brg Width = 8.0 Min Req = 2.1
O Brg Width = 8.0 Min Req = 2.0
AA Brg Width = 7.3 Min Req = 1.5
Bearings U, O, & AA are a rigid surface.
Bearings U, O, & AA require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 250 -193 F - G 225 -101
B - C 130 -424 G - H 460 - 928
C - D 325 -1124 H -1 270 -1031
D - E 448 - 844 I - J 448 -1142
E-F 342 -166 J-K 0 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
V- U
7 -5
Q- P
2269
-408
U - T
439 - 578
P - O
486
-1084
T - S
1751 -770
O - N
451
-1008
S - R
1751 -770
N - M
451
-1008
R - Q
1797 -794
M - L
84
-112
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp. Webs Tens. Comp.
A - V
136 - 78
X - P
381
- 881
A - U
237 - 307
X - Y
409
- 851
U-B
813-1514
P-Z '
2662
-601
B-T
1368 -654
Y-P
16
-413
T - C
286 -1006
Y - Z
410
- 858
T - W
838 -1321
Z - O
688
-1446
C - W
444 -174
Z - H
477
-450
D - W
338 -226
Z -1
400
'-549
W-R
344 -210
Z-M
2116
-718
W - Q
724 -362
I - M
359
-786
W-X
572 -1616
M-J
1201
-343
Q-X
246) -149
J-L
371
-757
E - G
683 -1045
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'l; GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi '
connector plates shall be used for the 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 A-1 R00F
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the zTRU55E5
Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 7. The approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use olthe Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and y
guidelines of the Building Component Safety Information (BBC]) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright@ 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, is prohibited without the written permission of A-1 Roof Trusses-AnthorryT. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/26/2019
75466 B25 ATIC 1 1 1 9827
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
T
E
ar
1
11-11-I5 u'r 1 174.12 -(
�sr3 ' 17 4 i IXT14
eFAT PIwIERCfl E T_TERE¢ s TRATE RE¢
�4'67 trw 1274.i
�- it'11'15 11'1• 174'13 �1�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.55 It
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x8 SP 2400f-1.8E :T1, T4, T6 2x4 SP
#2:
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Webs 2x4 SP #3 :W8 2x4 SP #2:
:W12 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 except as noted.
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 5.02
TC 0 11.82 15.79
TC 24 15.79 23.25
TC 24 30.27 36.20
BC 63 0.00 35.47
Apply purlins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 11-11-15 to 23-0-15: Live
Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
1 1101
1101
Code / Misc Criteria
DefUCSI Criteria
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
TPI Std: 2014
VERT(LL): 0.137 S 999 361
Rep Factors Used: Yes
VERT(CL): 0.279 R 788 24i
FT/RT.10(0)/10(10)
HORZ(LL): 0.123 D - -
Piate Type(s):
HORZ(rL): 0.257 D - -
WAVE
Creep Factor: 2.0
Max TC CSI: 0.589
Max BC CSI: 0.997
Max Web CSI: 0.923
Wgt: 294.7 Ibs
VIEW Ver. 18.02.01A.0205.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Right end vertical exposed to wind pressure.
Deflection meets U360.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
U 1748 A /-
/1274 /640 /515
P 1721 A /-
/751 /428 /-
AA 800 P /-
/466 /222 A
Wind reactions based on MWFRS
U Brg Width = 8.0
Min Req = 2.1
P Brg Width = 8.0
Min Req = 2.0
AA Brg Width = 7.3
Min Req = 1.5
Bearings U, P. & AA are a rigid surface.
Bearings U, P, & AA require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 366 -293
G - H 448 - 917
B - C 279 -1133
H - I 297 - 867
C - D 281 - 926
I - J 294 -1010
D - E 428 - 832
J - K 471 -1416
E-F 360 -176
K-L 0 0
F - G 236 -102
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
V-U
8 -7
Q-P
472 -1001
U - T
1671 -758
P - O
432 - 917
T - S
1671 -758
O - N
432 - 917
S - R
1730 -790
N - M
53 -78
R - Q
2244 -407
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-V
111 -65
X-Y
412
-862
A - U
325 - 406
Q - Z
2577
- 579
U-B
557 -1195
Y-Q
14
-413
U - W
1051 -1800
Y - Z
412
- 869
B - W
987 - 371
Z - P
710
-1433
D - W
354 -252
Z - H
523
-530
W - S
389 -236
Z - J
491
- 846
W - R
768 - 380
Z - N
2307
- 803
W - X
572 -1600
J - N
356
-789
R - X
241 -144
N - K
1469
- 400
E - G
680 -1045
K - M
325
-747
X - Q
366 - 861
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[ a
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance o1 the professional englneerin MA-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '442TRI USES
Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the ,
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 Anthony.^Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI4.
Copyrights 2016 A-1 RoofTrusses-Anthony T. Tombu Ill, P.E. Reproduction of thlsdocument, In any form, is prohibited without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, RE Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 0312612011
75466 B26 ATIC 1 1 1 9830
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
--11.11•te 11IP 1i4 i2
I�44.4- 1T 3 1TY3
e TR TERM a TpI mR -T MM REQ
�f6-! lire• 1274 1
i 11.11.15 i111i VIM- R
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.55 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x8 SP 2400f-1.8E :T1, T4, T5 2x4 SP
#2:
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Webs 2x4 SP #3 :W9 2x4 SP #2:
:W13 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 except as noted.
(•7 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 puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 4.35
TC 0 11.82 15.79
TC 24 15.79 23.25
TC 24 30.72 36.20
BC 63 0.00 35.47
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
�s'Stt
4 110/
110a
Code / Misc Criteria Defl/CSI Criteria
Code: FBC 2017 RES PP Deflection in loc Udefl U#
TPI Std: 2014 VERT(LL): 0.134 T 999 360
Rep Factors Used: Yes VERT(CL): 0.279 S 783 240
FT/RT:10(0)/10(10) HORZ(LL): 0.121 E - -
Plate Type(s): HORZ(TL): 0.256 E - -
WAVE Creep Factor: 2.0
Max TC CSI: 0.593
Max BC CSI: 0.995
Max Web CSI: 0.956
Wgt: 296.1 Ibs
VIEW Ver: 18.02.01A.0205.20
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 11-11-15 to 23-0-15: Live
Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left end vertical not exposed to wind pressure.
Right end vertical exposed to wind pressure.
Deflection meets U360.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
AB 1749 /- /-
' /1299 1617
/517
Q 1747 /- A
f774 /443
A
AC 774 A A
/449 1209
A
Wind reactions based on MWFRS
AB Brg Width = 8.0
Min Req = 2.1
Q Brg Width = 8.0
Min Req = 2.1
AC Brg Width = 7.3
Min Req = 1.5
Bearings AB, Q, & AC are a rigid surface.
Bearings AB, Q, & AC require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A-B 9 -10
G-H 214
-104
B - C 442 - 355
H - I 436
- 891
C-D 261 -1105
I-J 315
-819
D - E 263 - 891
J - K 313
- 966
E - F 411 - 806
K - L 471
-1517
F-G 342 -179
L-M 0
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
W - V
289 - 323
R - Q
458
- 969
V - U
1663 -762
Q - P
417
- 863
U - T
1663 -762
P - O
417
- 883
T - S
1722 -794
O - N
55
- 67
S - R
2243 -414
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-W
99 -95
Y-Z
419
-891
W - B
349 - 314
R -AA
2547
- 571
C - V
622 -1304
Z - R
14
-412
C - X
1119 -423
Z -AA
420
- 898
V - X
1066 -1945
AA- Q
726
� -1448
E - X
356 - 255
AA- 1
526
- 566
X - T
376 -230
AA- K
528
- 990
X - S
781 -401
AA- O
2382
- 815
X - Y
591 -1625
K - O
346
-776
S - Y
243 -143
O - L
1558
-407
F - H
649 - 982
L - N
306
- 725
Y - R
362 - 862
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III; P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineednE
=A4 RUDF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the �i=TRU55E5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPFt. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safely Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties. involved. The Truss Design Engineer is NOT the Bulldir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright @ 2016 A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Reproduction of this document, in any form. Is proNbited without the wdden permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/27/2019
76466 1 B27G I ATIC 1 1 1 1 10234
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
-1sVis !!!!I I 15'1P12 I
137a 1078 i 4W121
SFAT PULE eEQ aE14T PUTE iSQ SEAT PUTEPEQ
i--fSr lea' 12T4�
i•- IM5-i--f1• 15'15.17
045.11
r� 7--)-11'P15-�
sit 517 1700
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.71 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.55 it
Loc. from endwall: not in 9.00
GCpi: 0.1 B
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2 :B3 2x6 SP #2:
Webs 2x4 SP #3 :W14 2x6 SP #2:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 3X6 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 0.00 3.91
TC 0 15.36 17.54
TC 24 17.54 19.72
TC 24 31.16 36.20
BC 75 0.00 35.47
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
The TC of this truss shall be braced with attached
spans at 24" oc in lieu of structural sheathing.
Loading
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 15-5-15 to 19-6-15: Live Load:
40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalis: 10 PSF
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
1701 17
yI�11,1011 six!
517
DefI1CSi Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.032 T 999 360
W-RT(CL): 0.083 T 999 240
HORZ(LL): 0.019 T - -
HORZ(fL): 0.050 T - -
Creep Factor. 2.0
Max TC CSI: 0.646
Max BC CSI: 0.759
Max Web CSI: 0.549
Wgt: 270.9 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads and reactions based on MWFRS.
Left cantilever is exposed to wind
Left bottom chord exposed to wind.
♦ Maximum Reactions (Ibs)
Gravity 'Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
W 1361 /- A A /532- /-
Q 1916 A /- A 1668 A
AB 438 A A A /216 A
Wind reactions based on MWFRS
W Brg Width = 8.0 Min Req = 1.6
Q Brg Width = 8.0 Min Req = 2.3
AB Brg Width = 7.3 Min Req = 1.5
Bearings W, Q, & AB are a rigid surface.
Bearings W, Q, & AB require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B
10 -15
G-H
120
-241
B - C
611 -372
H -1
109
-624
C - D
226 - 865
I - J
431
- 264
D - E
57 -858
J - K
404
-245
E - F
100 - 649
K - L
327
- 798
F-G
119 -229
L-M
0
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
X-W
275 -485
S-R
216
-5B6
W - V
146 - 254
R - Q
211
- 568
V - U
146 -254
Q - P
811
-354
U - T
1239 - 377
P - O
811
- 354
T - S
1251 - 382
O - N
23
-14
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A - X
90 -130
S -AA
1323
- 300
X - B
529 -302
Z - S
17
-249
B - W
204 -130
Z -AA
31
- 268
W - C
662 -1387
H -AA
158
- 58
C - U
797 - 262
AA- R
196
0
U - E
247 0
AA-1
1059
-289
U - Y
285 -731
AA- Q
464
- 98
E-Y
174 -422
I-Q
685
-1711
Y-T
180 0
Q-K
484
-1011
Y-F
162 0
K-O
137
-143
Y - S
367 - 826
O - L
820
- 330
Y - Z
31 - 269
L - N
201
-402
F - H
0 - 325
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" farm. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD• only Alpi '�
connector plates shall be used for the 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 �=A4 RUUF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the =TRUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer• in the context of the IRC, the IBC, local building code and TPF1. The approval of the
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 TPIA. The approval of the TDD and any field Anthony use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and non y T. Tombo, III, P.E.
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Englneer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Bullifir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPIA.
Copyright® 2016 A•1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, in any form, Is prohibited without the writlen permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/26/2019 l
75466 B28G GABL 1 1 9717 I
Loading Criteria (psQ
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 16.34 ft
TCDL: 5.0 psf
BCDL: 5.0'psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration:1.60
Top chord 2x4 SP M-30 :T3 2x4 SP #2:
Bot chord 2x4 SP 2400f-2.0E :1]12 2x6 SP #2:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:W2 2x4 SP M-30:
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Plating Notes
All plates are 1.5X4 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 0 10.84 13.02
TC 24 13.02 15.20
BC 75 0.00 26.04
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Collar -tie braced with continuous lateral bracing at
24" oc. or rigid ceiling.
Loading
Truss designed to support 2-0-0 top chord outlookers
and Gadding 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.
Live loads applied in combination per ASCE 7 sec.
2.4.1 use 0.75 factor for multiple live loads.
Attic room loading from 10-11-12 to 15-0-12: Live
Load: 40 PSF. Dead Load: 15 PSF Ceiling: 10 PSF,
Kneewalls: 10 PSF
I.tsv� -h tsov�
��1+o1ruF1-•IV41
Fzt•s�ztsoJ z�ztsd =�e��111soi: 4'is�z� 1sd z�ri�z•-'i
Ism 1501 15d 150) I61/ 1501 1500
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RTA 0(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.161 AD 999 3(
'WRT(CL): 0.374 AD 599 2,
HORZ(LL): 0.113 D - -
HORZ(TL): 0.263 D -
Creep Factor. 2.0
Max TC CSI: 0.641
Max BC CSI: 0.836
Max Web CSI: 0.045
Wgt: 298.9 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads and reactions based on MWFRS.
End verticals exposed to wind pressure. Deflection
meets U360.
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
AF 3071 /- A A /1120 A
T* 588 A /- -- A /208 Wind reactions based on MWFRS
AF Brg Width = 7.3 Min Req = 2.5
T Brg Width = 92.3 Min Req = -
Bearings AF & X are a rigid surface.
Bearings AF & X require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B
146 - 89
J - K
180 -792
B - C
954 -2873
K - L
558 -1904
C - D
882 -2738
L - M
586 -2003
D - E
850 -2674
M - N
304 -1034
E - F
797 -2543
N - O
353 -1199
F - G
747• -2378
O - P
361 -1173
G - H
638 -2141
P - Q
357 -1181
H -1
580 -1964
Q - R
398 -1233
- J
165 -748
R - S
146 - 89
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
AF-AE
212 -50
Z-Y
116
-99
AE-AD
212 -50
Y-X
122
-89
AD -AC
212 -50
X-W
36
-11
AC -AB
212 -50
W-V
36
-12
AB -AA
2470 -730
V - U
36
-12
AA- Z
2486 -736
U - T
36
-12
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B -AF
1026 - 2799
AQ- K
330
-1015
B -AG
1937 - 578
AR- Z
3
- 257
AH AI
1954 -587
AR -AS
60
-208
AJ-AK
1892 - 562
K -AS
496
-157
AL -AB
1890 -663
AS- Y
468
-134
AB-G
538 -253
AS -AT
1275
-397
AB -AN
132 -425
AS -AU
1004
-323
G -AM
448 -1196
AU- X
973
- 315
AN -AP
135 -423
AV-M
1311
-393
AO AP
442 -1203
M - X
600
- 2065
AP -AA
333 -66
X -AW
892
-242
AP-1
604 -215
AX-AY
900
-244
AP- Z
366 -1178
AZ -BA
911
- 248
AP -AR
60 -208
BB- R
917
-249
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ('SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III• P.E. Reference Sheet before use. Unless otherwise stated on the TDo, only Alpi
connector plates shall be used forthe TDo to be valid. As a Truss Design Engineering p.e..Specialty Engineer), the seal on any TDo represents an acceptance of the professional engineeringA_1 pppp
responsibility for the design of the single Truss depicted on the TDo only. under TPI-1. The design assumptions, loading conditions• suitability and use of this Truss for any Building Is the "JAITRUSSE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the
responsibility ofthe Owner. the Owner's authorized agent or the Building Designer. In the context of the IRC, the IBC, local building code and TPI.1. The approval of the Too and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling• storage• installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDo and the practices and n y
.guidelines o1 the Building Component Safety Information (BSCQ published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties olthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TP14. Fort Pierce, FL 34946
Copyright C 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of A•1 Roof Trusses -Anthony T. Tombo III, P.E.
Job Number. 75466
CEULLAR HOUSE
Truss Label: B28G
Ply: 1 SEQN: 9717 / T36 / GABL
Qty:1 1 FROM: DRW:
Wgt: 298.9 Ibs I Page 2 of 2
-AQ 330 -1015
Z -AS 1699 - 576
/ ... 03/26/2019
R - T 527 -1340
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C -AG
90
- 28
AT AU
25
-110
AE-AH
60
- 37
L -AV
32
-149
D -Al
86
-238
AW- W
133
-412
AD-AJ
115
-38
AX-O
133
-413
E -AK
41
-146
AY- V
127
- 327
AC -AL
41
-150
AZ- P
131
- 335
AM- H
46
- 20
BA- U
31
-134
AWAO
31
-13
BB- Q
29
-126
J -AQ
311
-103
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. e
Verify design parameters and read notes on this Truss Design Drawing (TOD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin q-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '190ATRI15 aE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the contend of the IRC, the IBC, local building code and TPI-1. The approval of the r
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 Anthony.^Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
# 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4461 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright 0201B A-1 Root Trusses —Anthony T.Tombo III, P.E. Reproduction of this document, in any faro, Is prohibited without the written permission ofA-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty, Ply 03/25/2019
9473
75466 r C01 G GABL 2 1
f tr �1} +rto•tt �'�'+'�'-1
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
T T
1 1
I-+•r-I
'•tl=-j--ro•ez--I-z-j-r�r---r fr,� rrf-�-r-I-z-�--z-h-rva -i
as »f x» 2n zn zM tl w
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15,00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.1 B
Wind Duration: 1.60
,Top chord 2x4 SP #2 :T2, T3 2x6 SP #2:
Bot chord 2x4 SP #2
Webs 2x4 SP #3 :W1 2x6 SP #2:
Filler 2x4 SP #2
Special Loads
--(Lumber Dur.Fac =1.25 / Plate Dur.Fac.=1.25)
TC: From 65 plf at -1.50 to 65 plf at 1.33
TC: From 32 plf at 1.33 to 32 pif at 20.44
TC: From 65 plf at 20.44 to 65 plf at 22.00
BC: From 10 pif at 0.00 to 10 pif at 20.44
BC: From 20 pif at 20.44 to 20 plf at 22.00
TC: -4 lb Conc. Load at 1.36,20.64
TC: -2 lb Conc. Load at 3.40, 5.40, 7.40, 9.40
11.00,12.60,14.60,16.60,18.60
BC: 64 lb Conc. Load at 1.36,20.64
BC: 27 lb Conc. Load at 3.40, 5.40, 7.40, 9.40
11.00,12.60,14.60,16.60,18.60
Plating Notes
All plates are 1.5X4 except as noted.
Puriins
In lieu of'structural panels or rigid ceiling use purlins
to laterally brace Chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 52 0.00 22.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers
and Gadding 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.
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
DefUCSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): -0.078 C 999 36
'%tRT(CL): 0.167 D 999 24
HORZ(LL): -0.033 F - -
HORZ(fL): 0.070 F -
Creep Factor: 2.0
Max TC CSI: 0.419
Max BC CSI: 0.954
li CSI: 0.697
Wgt: 215.6 Ibs
VIEW Ver: 18.02.01A.0205.20
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
i
i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ ifR- /Rh /Rw /U /RL
M 2463 A A A /1560 A
Al 2287 A /- A /1427 A
Wind reactions based on MWFRS
M Brg Width = B.0 Min Req = 2.9
Al Brg Width = 8.0 Min Req = 2.7
Bearings M & Al area rigid surface.
Bearings M & Al require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 117 -67 D-E 1346 -2152
B - C 1340 -20B9
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
M- L 2 - 8 i- H 2852 -1660
L - K 1548 -1003 H - G 1634 -1032
K - J 2789 -1660 G - F 36 - 21
J -1 2852 -1660
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - M
1562 -2469
X - Y
1521 - 854
B - L
1776 -1149
X AA
1071 -1901
C - L
493 -734
Y - J
1112 - 656
C-N
1215 -1973
Y-Z
100 -147
C - O
773 -1206
Z AB
98 -143
C - K
1267 -667
AA -AC
1133 -2003
N - P
1133 -1975
AB -AD
93 -134
O - Q
782 -1221
AC-AF
1117 -1965
P - S
1118 -1963
AD- H
202 - 353
Q - R
790 -1232
AD-AE
791 -1296
K - R
213 -361
H - D
1244 - 638
R - T
93 -134
AE-AG
784 -12B5
R - J
787 -1244
AF-AH
1131 -1979
S - V
1134 - 2001
AG- D
775 -1269
T-U
98 -144
AH-D
1212 -1978
U - W
98 -144
D - G
497 -760
V - X
1072 -1900
' G - E
1830 -1157
W - Y
100 -147
E - F
1429 -2294
J -AD
787 -1312
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
"WARNING- Please thoroughly review the "A -PROOF TRUSSES (" SELLER'1, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. __
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering�m q_fi ROOF
responsibility for the design of the single Truss depleted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the=TRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI4. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and Any# T. TomTom guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are. referenced for general guidance. TPIA defines the responsibilities and duties olthe Truss80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Builifir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPIA.
Copyright 02016 A•1 Roof Trusses;Anthony T.Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited vdthout the wdaen permission of A•1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Plerce, FL 34946
Job Number. 75466
CEULLAR HOUSE
Truss Label: C01G
Ply: 1 SEQN: 9473 / T55 / GABL
Qty:2 FROM: DRW:
Wgt: 215.6 Ibs Page 2 of 2
P - Q 217 -334
S - T 257 -438
V - W 110 -226
- / ... 03/25/2019
AB -AC 252 -446
AE-AF 213 -343
AG-AH 182 -287
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parametersand read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. SpecialtyEnginaer), the seal on any TDD represents an acceptance of the professional engineefin p.1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1.The design assumptions, loading conditions, suitability and use of this Truss for any Building is the '164=TRI -SME5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the •
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any fiaid yTombo III, P.E.
Anthony use of the Truss, including handling, storage, installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out In the TDD and the practices and An# T. TomTom
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer Is NOT the Bundir 3 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI4.
Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses—Amhony T. Tombo Ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 0312512019
76466 CO2 COMN 9 1 9448
D.AXA
t1
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REG.
I` 1's, —I
Wind Criteria
Code / Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 15.00 ft
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 2400f-2.0E :B2 2x4 SP M-30:
Webs 2x4 SP #3 :W1 2x6 SP #2:
:Rt Slider 2xB SP 2400f-1.8E: BLOCK LENGTH = 1.500'
Bracing
(a) Continuous lateral restraint equally spaced on
member.
Puriins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 22.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to Wind.
�aX1a(E31
DefI/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefi U#
Gravity Non -Gravity
VERT(LL): 0.133 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
J 1030 /- A /1004 /413 /423
VERT(CL): 0.224 C 999 240
HORZ(LL): 0.102 F - -
G 932 /- /- f795 /3B7 /-
HORZ(TL): 0.166 B - -
Wind reactions based on MWFRS
Creep Factor: 2.0
J Erg Width = 8.0 Min Req = 1.6
Max TC CSI: 0.712
G Erg Width = - Min Req = -
Max BC CSI: 0.665
Bearing J is a rigid surface.
Max Web CSI: 0.521
Bearing J requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 122.5lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.20
A - B 55 0 D - E 1375 -1126
B - C 1046 -1153 E - F 1079 -1169
C - D 1337 -1088 F - G 1148 -1289
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
J - 1 1096 -699 H - G 849 -726
- H 715 - 343
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - J 919 -927 D - H 553 -782
C-1 518 -307 H-E 518 -359
I- D 792 -727
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER*) ACKNOWLEDGMENT" form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only AIpI a
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer)• the seal on any Too represents an acceptance of the professional engineedn a A_t Rang
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ��TRU5SE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF7. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Ali notes set out in the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright@ 2018 A-1 Root Trusses —Anthony T. Tornbo III, P.E. Reproduction of this document In any form. Is prohibited vAthout the Written permission of A4 Root Trusses —Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job Truss
75466 CJ1
Truss Type
JACK
Qty Ply
2 1
03/25/2019
9372
f9
00
t
12
6
A
SEAT PLATE REQ.
—11611'i11--�
T
co
CV
N
C0
Loading Criteria (psq Wind Criteria
Code i Misc Criteria
DefI/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in , loc Udefl U#
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 195 /- !- /203 /97 /58
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.001 C - -
D 13 /-8 /- /15 /11 /-
EXP: C Kzt: NA
Des Ld: 40.00
Plate Type(s):
HORZ(rL): 0.001 C -
C - /-15 /- /36 /41 /-
Mean Height: 15.00 it
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.426
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.061
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 MWFRS Parallel Dist: 0 to h/2
C Brg Width = 1.6 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: 7.0 Ibs
Bearing B requires a seat plate.
GCpi: 0.18
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
Lumber
Top chord 2x4 SP #2
A - B 37 0 B - C 38 - 39
Bot chord 2x4 SP #2
:Lt Stub Wedge 2x4 SP #3:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Purlins
In lieu of structural panels or rigid ceiling use purins
B - D 2 -3
to laterally brace Chards as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 12 0.00 1.00
Apply purlins to any chords above or below fillers
at 24" CC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p-11 RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the '11104TRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the R.,.
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 Too and any field Anthony."Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer Is NOT the Buildir y 4461 St. Lucie Blvd.
Designer m Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Cop/dght®7aleA-1RoofTrusses -Anthony T.TomboIII, P.E.Reproductiono}Ihls document, Inanyform,Isprohlbitedwithoutthe written permission ofA-1Roof Trusses - Anthony T.TomboIII, P.E. Fort Pierce, FL 34946
Job
75466
Truss
D01 G
Truss Type
COMN
Qty Ply 03/25/2019
1 1 1
9496
Loading Criteria (psq
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
D IIISX6(R1
IIIJAIU _MI1.1I9 IIIJAItI
:10(B2)(1)
SEAT PLATE REQ. SEAT PLATE REQ.
18'
1'4"12 1'2"8 1'4' 12
2 93� 2� 2 93� 2 2� 2 932# 2
932# 932# 932# 932# 932#
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord 2x4 SP M-30
Bot chord 2x6 SP 2400f-2.0E
Webs 2x4 SP #3 :W3 2x4 SP M-30:
:Lt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
:Rt Slider 2x4 SP #3: BLOCK LENGTH = 1.500'
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at 0.00 to 62 plf at 18.00
BC: From 20 plf at 0.00 to 20 plf at 18.00
BC: 932 Ib Conc. Load at 1.40, 3.40, 5.40, 7.40
9.40,10.60,12.60,14.60,16.60
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 70 0.00 18.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
Left bottom chord exposed to wind.
Code / Misc Criteria
Def[/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.129 1 999 360
Loc R+ / R- / Rh / Rw / U / RL
A 4914 /- /- /- /20B1 /-
Rep Factors Used: Varies by Ld C
10PERT(CL): 0.259 1 806 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.035 C - -
K 4957 A /- /- 12099 /-
Plate Type(s):
HORZ(fL): 0.069 C - -
Wnd reactions based on MWFRS
WAVE, HS
Creep Factor. 2.0
A Brg Width = 8.0 Min Req = 4.1
Max TC CSI: 0.684
K Brg Wdth = 8.0 Min Req = 4.1
Max BC CSI: 0.977
Bearings A & G are a rigid surface.
Max Web CSI: 0.895
Bearings A & G require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt: 106.4lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.20
A - B 3115 -7310 D - E 2336 -5486
B - C 3075 -7248 L - F 3122 -7361
C - D 2337 - 5487 F - G 3162 -7423
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - J 6407 -2710 I - H 6404 -2712
J - 1 6310 - 2673 H - G 6504 - 2751
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
J - C 1630 - 616 I - E 761 -1785
C -1 715 -1675 E - H 1743 - 663
D - I 4493 -1828
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. -
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering
A_1 RaOF
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions. suitability and use of this Truss for any Building Is the '1649TRUsSE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the nwe.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer o1 any building. All capitalized terms are as defined in TPI-1.
CopyrightC 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction ofihis document In any form, Is prohibited without the written permission of Al Roof Trusses -Anthony T. Tombo 111, P.E. I Fort Pierce, FL 34946
Job Truss Truss Type Qty, Ply 03/25/2019
9508
75466 D02 COMN 2 1
D-4x4
N
rD
T
IV
SEAT PLATE REQ.
=5X6
SEAT PLATE REQ.
18'
Loading Criteria (pe0 Wind Criteria
Code / Mise Criteria
DefUCS1 Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.029 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.059 H 999 240
B 831 /- /- /812 /381 /230
BCDL: 10.00 Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): 0.012 H - -
1 831 /- P /546 /376 P
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.022 H - -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 15.00 ft
WAVE
Creep Factor: 20.
B Br Width = 8.0 Min Re 1.5
9 q =
NCBCLL: 10.00 TCDL: 5.0 sf
p
Max TC CSI: 0.356
I Brg Width = B.0 Min Req = 1.5
Load Duration:1.25 BCDL: 5.0 psf
Max BC CSI: 0.824
Bearings B & I are a rigid surface.
Spacing: 24.0 " MWFRS Parallel Dist: h to 2h
Bearings B & I require a seat plate.
C&C Dist a: 3.00 ft
Max Web CSI: 0.430
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 82.6 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver. 18.02.01A.0205.20
A - B 37 0 D - E 1207 - 859
Lumber
B - C 1349 -1131 E - F 1354 -1131
C - D 1228 -859 F - G 37 0
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
:Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B - H 980 -1060 H - F 944 -1102
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 120 0.00 18.00
Apply purlins to any chords above or below fillers
C - H 280 -266 H - E 317 -266
at 24" OC unless shown otherwise above.
D - H 661 -934
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 (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise slated on the TDD, only Alpl
connector plates shall be used for the 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 RA-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �m TR1155F5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-I. The approval ofthe TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. AD notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Al capitalized terra are as defined in TPI-1.
Copyright 0 2016 A-1 Root Trusses —Anthony T. Tombo III, P.E. Reproduction of this document In any fain, Is prohibited Wthout the wdtten permission of X1 Roof Trusses— Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/21/2019
75466 1 D03 I COMN 6 1 9512
1 9' -I- 9'
D=4X4
SEAT PLATE REQ.
18,
SEAT PLATE REQ.
1,6„
Loading Criteria o.0 Wind Criteria
Code / Misc Criteria
DefUCSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefi U#
Gravity Non -Gravity
TCDL: 10.00 Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.032 H 999 360
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure:. Closed
Rep Factors Used: Yes
VERT(CL): 0.063 H 999 240
B 831 /- /- /556 /139 /230
BCDL: 10.00 Risk Category: II
FT/RTA0(0)/10(10)
HORZ(LL): 0.013 H - -
1 831 /- !- /556 /139 /-
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.027 H -
Wind reactions based on MWFRS
Des Ld: 40.00 Mean Height: 15.00 ft
WAVE
Creep Factor. 2.0
B Br Width = 8.0 Min Re 1.5
9 q
NCBCLL: 10.00- TCDL: 5.0 sf
p
Max TC CSI: 0.339
I Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 BCDL: 5.0 psf
"
Max BC CSI: 0.
Bearings B & I are a rigid surface.
Spacing: 24.0 MWFRS Parallel Dist: h to 2h
Bearings B & I require a seat plate.
C&C Dist a: 3.00 it
Max Web CSI: 0.185 185
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: not in 9.00
Wgt: 82.6 Ibs
Chords Tens.Comp. Chords Tens. Comp.
GCpi: 0.18
Wind Duration: 1.60
VIEW Ver: 18.02.01A.0205.20
A - B 37 0 D - E 469 -859
Lumber
B-C 577 -1131 E-F 576 -1131
1
C - D 468 -859 F - G 37 0
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
:Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Purlins
B - H 943 -361 H - F 943 - 396
In lieu of structural panels or rigid ceiling use puffins
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 120 0.00 18.00
Apply puriins to any chords above or below fillers
C - H 282 -265 H - E 282 -255
at 24" OC unless shown otherwise above.
D - H 485 -143
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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl -
connector plates shall be used for the 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 A-1 ROOF
responsibility for the design of the single Truss depleted on the TDD only, under TPFi. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the aTRI159E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPHi. The approval of the
responsibility o1 the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Informallon (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwlse defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terns are as defined In TPI-1.
Copyright@ 2016 A-1 Roof Trusses —Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, is prohibited without the written permission of A•1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Plerce, FL 34946
Job Truss Truss Type Oty Ply 11312512019
76466 1 D04 I COMN 1 1 1 1 9504
So
N
ro
T
Loading Criteria (pep
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
9'
D=4X4
=5X6
9'
SEAT PLATE REG. SEAT PLATE REG.
18'
�- 1'6" - 1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
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
:Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 18.00
Apply puriins 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.
Code / Mlse Criteria
Deft/CSI Criteria '
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Lldefi U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.030 G 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 834 /- /- 1556 /141 /209
Rep Factors Used: Yes
VERT(CL): 0.061 G 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.013 G - - -
H 738 /- /- /448 /111 A
Plate Type(s):
HORZ(fL): 0.027 G - -
Wind reactions based on MWFRS
WAVE
Creep Factor. 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.341
H Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.806
Bearing B is a rigid surface.
Max Web CSI: 0.186
Bearing H Fcperp = 585psi.
Bearings B & H require a seat plate.
Wgt: 82.6 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 18.02.01A.0205.20
A- B 37 0 D- E 498 - 868
B - C 602 -1139 E - F 633 -1149
C - D 474 - 867
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 950 -469 G - F 964 -468
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - G 281 -265 G - E 293 -281
D - G 489 -176
"WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ('.'SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verily design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III. P.E. Reference Sheet before use. Unless otherwise stated on the Too. only Alpi
connector plates shall be used for the TDo to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn p_ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �im� TRUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDo and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss DesignEngineerand Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildlr 3 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copydght 02016 A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Reproduction of this document, In any form, is prohibited without the written permission of A-1 Root Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/25/2019
76466 1 D05 . I COMN 1 1 1 9389
SD
N
rN
eTe
1
Loading Criteria (ps9
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
De•4X4
=5X6
SEAT PLATE RED.
18'
�-1'6" —1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
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
:Lt Stub Wedge 2x4 SP #3::Rt Stub Wedge 2x4 SP #3:
Puriins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 18.00
Apply puriins 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.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Def /CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.030 G 999 36
VERT(CL): 0.061 G 999 24
HORZ(LL): 0.013 G -
HORZ(fL): 0.027 G -
Creep Factor. 2.0
Max TC CSI: 0.341
Max BC CSI: 0.806
Max Web CSI: 0.186
Wgt: 82.6 Ibs
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 834 1- 1- /556 /141 /209
F 738 !- /- /448 /111 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = - 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.
VIEW Ver: 18.02.01A.0205.20 J A - B 37 0 D - E 498 - 868
B - C 602 -1139 E - F 633 -1149
C - D 474 - 867
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 950 -459 G - F 954 -468
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - G 281 - 265 G - E 293 - 281
D - G 489 -176
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp! B
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin A-f RUDF
responsibility for the design of the single Truss depicted on the TDD only. under TPI.1. The design assumptions, loading conditions• suitability and use of this Truss for any Building Is the �STRUSSE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TKA. The approval of the .. ,
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 Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer• unless otherwise defined by a Contract agreed upon In writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized term areas defined in TPI-1.
Copydght®2016 A•1 Roof Trusses, —Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of X1 Rod Trusses —Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946
Job Truss
75466 1 E01 G
Truss Type
HIPM
Qty FPly
03/27/2019
10185
Loading Criteria (pa9 Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA
Des Ld: 40.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 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
:Lt Stub Wedge 2x4 SP #3:
Special Loads
-(Lumber Dur.Fac =1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at -1.50 to 62 plf at 4.00
BC: From 20 plf at 0.00 to 20 plf at 4.06
TC: 115 lb Conc. Load at 3.03
BC: 131 lb Conc. Load at 3.03
Purlins
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 3.00 4.00
BC 49 0.00 4.06
Apply purlins to any chords above or below fillers
at 24' OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wnd loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
115#
F 3'0"6 ! 1.0"6
i 3' 11, ,12
SEAT PLATE REC.
i 4 0"12 ��
I` 1'6" 1 4' i12
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
4
131#
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.020 G 999 36
I%tRT(CL): 0.039 G 999 24
HORZ(LL): 0.013 C - -
HORZ(fL): 0.026 C - _ -
Creep Factor. 2.0
Max TC CSI: 0.269
Max BC CSI: 0.458
Max Web CSI: 0.101
Wgt: 23.8 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 330 1- 1- !- /162 /-
E 337 !- /- A /122 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = - 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 37 -26 C-D 8 -25
B - C 59 - 98
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-G 35 -18 F-E 0 0
G-F 26 -8
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-G 122 -91 D-F 45 -125
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the Too to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin p-t ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 'AA-TRUS-SE5
Building Is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the contend of the IRC, the IBC, local building code and TPI.1. The approval of the ..,.., ..
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field y
Anthon T. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. An capitalized terms are as defined in TPI-1.
Copydght®2018 A-1 Roof Tmsses-Anthony T. Tombo III, P.E. Reproduction of this document In any tam. Is prohibited without the wdften permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466.
Truss Truss Type
E02 I MONO
Qty Ply
3 1
03127/2019
10201
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc, from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Stub Wedge 2x4 SP #3:
Purllns
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 49 0.00 4.06
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
4, 1
SEAT PLATE REQ.
4'0"12
L 1,6„_ I 4,01i 2
Code / Mist; Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE -
DefUCSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.003 C -
HORZ(rL): 0.003 C -
Creep Factor: 2.0
Max TC CSI: 0.301
Max BC CSI: 0.079
Max Web CSI: 0.138
Wgt: 22.4 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 270 /- !- /233 /84 /138
D 150 P /- 1120 /91 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = - 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 37 0 B-C 42 -100
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-E 8 -12 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-E 210 -104
—WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER'S ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpin
connector plates shall be used for the 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 a A_t ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, sultabilityand use of this Truss for any Building lathe
Building Is the responsibility of the Owner, the Owners authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the
responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code andTPI-I. The approval of the TDD and any field Anthony.TombG III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined In TPI-1.
Copyright®2a18 A-1 Roof Trusees —Anthony T. Tombo 111, P.E. Reproductionofthledocument, in any form, Ic prohidtedvrithout the wmben Permission o}A•1 Rod Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466 r
Truss Truss Type
E03G I MONO
1ty I Pl1y 103/27/2019
10204
Loading Criteria (pe0
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.26
Spacing: 24.0 „
T
m
m
iV
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
:Lt Stub Wedge 2x4 SP #3:
Special Loads
—(Lumber Dur.Fac=1.25 / Plate Dur.Fac =1.25)
TC: From 62 plf at -1.50 to 62 plf at 4.00
BC: From 20 pH at 0.00 to 20 plf at 4.06
BC: 738 lb Conc. Load at 2.40
Purlins
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 49 0.00 4.06
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads and reactions based on MWFRS.
Right end vertical not exposed to wind pressure.
mI
� 4, 9 2
SEAT PLATE RED.
1 4,0"12
�— 1.6, 1 4, 0' 2
�— 2,412 --i 1,8"
73B#
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
DefIlCSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
W_RT(CL): NA
HORZ(LL): 0.008 C
HORZ(fL): 0.017 C -
Creep Factor. 2.0
Max TC CSI: 0.406
Max BC CSI: 0.871
Max Web CSI: 0.204
Wgt: 22A Ibs,
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 566 /- !- /- /185 A
D. 592 /- A /- /124 A
Wnd reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = - 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 37 -26 B - C 52 -83
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-E 38 -7 E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-E 74 -129
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the Too, only Alpi
connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 1TRI ME5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPI-1. The approval of the ^,
responsibility ofthe Owner, the Owners authorized agent ofthe Building Designer, in the context ofthe IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony.Tombo III, P.E.
use ofthe Truss, including handling, storage, Installation and bracing shall be the responsibility ofthe Building Designer and Contractor. All notes set out In the TDD and the practices and on y
guidelines ofthe Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 3 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
copyright 02016 A•1 Roof Trusses —Anthony T. Tombo Ill, P.E. Reproduction of this document In any form,is proNbtedwithout thewriaen permksIon ofAl Roofhusses—Anthony T. Tombo Ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/25/2019
75466 FG01 FLAT 1 1 9548
300#
�— 17'8 1 ran$
IIIA.5X4 =3BX4 III 1.C4
T U U
SO
T
E D
3X3 =3X3
3'3"
Loading Criteria (psf) Wind Criteria Code / Misc Criteria Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA Code: FBC 2017 RES PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph TPI Std: 2014 VERT(LL): , 0.005 B 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA _ Rep Factors Used: No VERT(CL): 0.006 B 999 240 E 775 /- /- /- A A
BCDL: 5.00 Category: NA. FT/RT:10(0)/10(10) HORZ(LL): 0.002 D - - D 775 A A- !- P /-
EXP: NA Kzt: NA Plate Type(s): HORZ(TL): 0.003 D - - E Big Width = - Min Req = -
Des Ld: 55.00 Mean Height: NA It WAVE
NCBCLL: 10.00 TCDL: NA psi Creep Factor. 2.0 D Big Width = - Min Req = -
Load Duration: 1.00 BCDL: NA psf Max TC CSI: 0.335 Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 " MWFRS Parallel Dist: NA Max BC CSI: 0.215 Chords Tens.Comp. Chords Tens. Comp.
C&C Dist a: NA ft Max Web CSI. DA 75 A - B 0 - 8 B - C 0 - 8
Loc, from endwall: NA Wgt: 19.6 Ibs
I: NA GCpi: NA Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: NA VIEW Ver: 18.02.01A.0205.20 I Chords Tens.Comp.
Lumber E - D 599 0
Top chord 2x4 SP #2
Botchord #2 Maximum Web Forces Per P
Wee SP Webs 2x4 SP #3 h' (Ibs )
Webs Tens.Comp. Webs Tens. Comp.
Special Loads A- E 0 -320 B- D 0 -738
--(Lumber Dur.Fac =1.00 / Plate Dur.Fac =1.00) E - B 0 -738 C - D 0 -343
TC: From 467 plf at 0.00 to 467 plf at 3.25
BC: From 10 pif at 0.00 to 10 plf at 3.25
Purlins
In lieu of structural panels or rigid ceiling use purins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 39 0.00 3.25
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Loading
Truss checked for 300# movable concentrated load
along Top Chord, between 1-7-8 to 1-7-8,
nonconcurrent with design gravity loads.
Additional Notes
Provide for complete drainage of roof.
Truss must be installed as shown with top chord up.
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, ony Alpl
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any Too represents an acceptance of the professional enginearin A-1 RDOF
responsibility for the design of the single Truss depicted on the TDD only. under TPI-I. The design assumptions, loadingconditions, suitability and use of this Truss for any Building is the AotwTRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony T. Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA arereferenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss - # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1.
Copyright® 2016 A-t Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, is prohiblted without the written permission of AA Roof Trusses -Anthony T. Tombo III, P.E. Fort Pierce, FL 34946
Job
75466
Truss Truss Type
FT01 FLAT
Qty Ply 03/25/2019
4 1
9540
Loading Criteria (psq
TCLL: 40.00
TCDL: 10.00
BCLL: 0.00
BCDL: 5.00
Des Ld: 55.00
NCBCLL: 10.00
Load Duration: 1.00
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
A 3X3
III 1.5gX4
T L _J
(0I F1 F- -1 1 1 1
Wind Criteria
Wind Std: NA
Speed: NA mph
Enclosure: NA
Category: NA
EXP: NA Kzt: NA
Mean Height: NAft
TCDL: NA psf
BCDL: NA psf
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 39 0.00 3.25
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Additional Notes
Truss must be installed as shown with top chord up.
D C
1111.5X4 = 3X3
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT.10(0)/10(10)
Plate Type(s):
WAVE -
31311
Def11CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U# Gravity Non -Gravity
VERT(LL): 0.000 B 999 360 Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.000 B 999 240 D 179 /_ /_ /_ /_ /_
HORZ(LL): -0.000 B - - C 179 1- A /- /- A
HORZ(fL): 0.000 B - D Brg Width = - Min Req = -
Creep Factor. 2.0 C Brg Width = - Min Req = -
Max TC CSI: 0.328 Maximum Top Chord Forces Per Ply (Ibs)
Max BC CSI: 0.089 Chords Tens.Comp.
Max Web CSI: 0.061 A - B 0 -12
Wgt: 18.21bs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01A.0205.20 Chords Tens.Comp.
D-C 12 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-D 0 -162 B-C 0 -162
A-C 0 0
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. _
Verity design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, onlyAlpi
connector plates shall be used for the 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 v A-f RROF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the �=TRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or -the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the ..
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field Anthony "Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD end the practices and On y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir 1 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Ali capitalized terms are as defined in TPI-1.
Copyright m 2016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproducfion of this document, in any form, is prohidted without the written permission of A-1 Root Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
4
Job Truss Truss Type Qty, Ply 03/27/2019
7'6466 G01 GABL 2 1 9413
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
13 12 _ rl
I— 41611 - _I
�-- 1'6'1--�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCp1: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4(A1) except as noted.
Purlins
In lieu of structural panels or rigid ceiling use pudins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 52 0.15 4.50
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers
and cladding load not to exceed 8.00 PSF one face
and 24.0" span opposite face. Top chord must not be
cut or notched, unless specified otherwise.
Wind
Wind loads based on MWFRS with additional C&C
member design.
T Tco
SP
a�
ll
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
Code: FBC 2017 RES
TPI Std: 2014
PP Deflection in loc Udefi U#
VERT(LL): 0.004 F 999 360
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
G' 186 /- /- /98 /302 /83
Wind reactions based on MWFRS
G Brg Width = 54.0 Min Req = -
Bearing G is a rigid surface.
Bearing G requires a seat plate.
Rep Factors Used: Varies by Ld C
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
WRT(CL): 0.005 F 999 240
HORZ(LL): -0.002 F - -
HORZ(fL): 0.002 F - -
Creep Factor: 2:0
Max TC CSI: 0.781
Max BC CSI: 0.131
Max Web CSI: 0.184
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 45 0 C - D 26 - 68
B-C 9 -191
Wgt: 19.6 Ibs
VIEW Ver: 18.02.01A.0205.20
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 408 -24 F - E 427 -25
Maximum Web, Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - F 618 -266 ", D - E 273 -120
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER". GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verily design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The designassumptions, loading conditions, suitability and use of this Truss for any Building Is the A0=ETRI.SSE5
Building is the responsibility of the Own er,the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- 1. The approval of the pu
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field AnthonyT. Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out In the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general, guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 3 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In 7PI-1.
Copyright®2018 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction of this document, in any form. Is prohibited without the written permission of A-1 Root Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
75466
Truss Truss Type
G02 I MONO
Qty I Ply 03/25/2019
15 1
9416
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00 -
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
3 E12�:::-
SEAT PLATE REQ.
4'611
[-- 1'6" --�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 52 0.15 4.50
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Code / Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014 -
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
1111.5X4 C
T TSO
m
o�
Def11CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D -
HORZ(TL): 0.005 D -
Creep Factor. 2.0
Max TC CSI: 0.391
Max BC CSI: 0.221
Max Web CSI: 0.153
Wgt: 18.21bs
VIEW Ver. 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity
Loc R+ / R- / Rh
Non -Gravity
/Rw /U /RL
E 294 A /- 1250 /229 /79
D 157 ./- /- /131 /97 /-
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = - Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 22 0 B-C 8 -51
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 18 -30
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - D 254 -106
-WARNING' Please thoroughly review the "A-1 ROOF TRUSSES ("SELLEW). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alp[
connector plates shall be used for the 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 A-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPFi. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 'd910=TRU55F5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the ,
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval ofthe TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Builifir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copydgbt02019A.1 Roof'r—m-AnthonyT.Tombolli,P.E. Reproduction of ihia document, in any fora, Ia prahi6ited without the written permisalon of A-1 Roof Trusses- Anthony T. Tombo ill, P.E. Fort Pierce, FL. 34946
Job V Truss Truss Type Qty Ply 03/27/2019
75466 1 H01 I GABL 2 1 1 9407
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00 -
Des Ld: 40.00 --. _
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
3
�-- 1'6" ---{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 2X4(A1) except as noted.
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 50 0.15 4.33
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above. .
Loading
Truss designed to support 2-0-0 top chord outlookers
and Gadding 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
Wnd loads based on MWFRS with additional C&C
member design.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
Code I 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
DefUCSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 F 999 360
W-RT(CL): 0.005 F 999 240
HORZ(LL): -0.002 F - -
HORZ(fL): 0.002 F -
Creep Factor. 2.0 --
Max TC CSI: 0.781
Max BC CSI: 0.128
Max Web CSI: 0.178
Wgt: 19.6 lbs
VIEW Ver: 18.02.01A.0205.20
1 11
T T
r,
;r
:�__ co
11
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
G' 187 /- ' /- - /99 /305 /84
Wind reactions based on MWFRS
G Brg Width = 52.0 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 45 0 C-D 24 -61
B-C 24 -213
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 419 -25 F-E 419 -25
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 598 - 254
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp.
D - E 246 -108
-WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss -Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Allot 5
connector plates shall be used for the 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 A-t ROOF
responsibility for the designaf the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the - '649TRUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copydght 02016 A-1 Roof Truss. —Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the written permission of AARoof Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type oty Ply 03125121119 I
75466 H02 MONO 12 1 sa10
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
3+4
12
3 p
SEAT PLATE REQ.
�- 1'6" ---
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
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 50 0.15 4.33
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
Left bottom chord exposed to wind.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
II 1.5X4C
4'4"
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(rL): 0.005 D
Creep Factor: 2.0
Max TC CSI: 0.391
Max BC CSI: 0.202
Max Web CSI: 0.141
Wgt: 18.2 Ibs
VIEW Ver: 18.02.01A.0205.20
vIT T
oo
li
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 288 A /- /245 /226 /77
D 150 A /- /125 192 /-
Wind reactions based on MWFRS
E Brg Width = 0.0 Min Req = 1.5
D Big Width = - Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 22 0 B-C 8 -49
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 17 -28
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C-D 244 -101
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineefin A_>I RUOF
responsibility for the design of the single Truss depicted.on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the �zTRU55E5
Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPF1. The approval of the
responsibility of the Owner, the Owners allthDdzed agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-I. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Root Trusses —Anthony T. Tombo 111,P.E. Reproduction of this document, in any form, Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/25/2019
75466 1 H J 14 I HIP_ 4 1 1 9432
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
C
12
6.36 ;g_Jj
T
III 1.5XLn
T M
-CO iv
a— N
O
1 A Li
1II3X6
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA -
Mean Height: 15.00 ft -
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 23 0.00 1.89
Apply puriins 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.
SEAT PLATE REQ.
2'0"11 --15" +— 1'5"2
�— 1'10"10
Code ! Misc Criteria
DetUCSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefi U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.000 B 999 36D
Loc R+ ! R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.000 B 999 240
E 268 /- /- /350 1197 /-
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 B - -
D 38 /- !- /65 /37 /-
Plate Type(s):
HORZ(fL): 0.000 B - -
C - /-7 !- /94 /96 /99
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.934
E Brg Width =11.3 Min Req = 1.5
Max BC CSI: 0.054
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.111
C Brg Width =1.5 Min Req = -
Bearing E is a rigid surface.
Wgt: 11.9 Ibs
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A- B 58 0 B- C 432 -122
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 879 - 305
-WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpl
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineedn A-1 ROOF
-responsibility for the design ofthe single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the 1910ATRUSSE5
Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, In the context of the IRC, the IBC, local building code and TPI.1. The approval of the ., od,.,4.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code end TPI-1. The approval of the TDD and arty field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
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 # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, RE Reproduction of this document, In any form, is prolribled without the written permission of A-1 Roof Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 0312512019
75466 1 HJ3 HIP_ 1 1 9378
Loading Criteria (pe0
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
m�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
FRCP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Stub Wedge 2x4 SP #3:
Special Loads
-(Lumber Dur.Fac.=1.25I Plate Dur.Fac =1.25)
TC: From 0 plf at -2.12 to 61 plf at 0.00
TC: From 2 plf at 0.00 to 2 pif at 4.18
BC: From 2 plf at 0.00 to 2 plf at 4.18
TC: -9 lb Conc. Load at 1.41
BC: 26 lb Conc. Load at 1.41
Purlins
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 50 0.00 4.18
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
_9#
1'S" 2'9"3 -{
C
12 � T
4.24 p
111 B 6(G1) N
ZD
A 1 IV
D1
SEAT PLATE REQ.
�- -2,17 47"3
4
26#
Code I Misc Criteria
DetUCSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 183 /- A A /114 A
Rep Factors Used: Varies by Ld C
WRT(CL): NA
FT/RT.10(0)/10(10)
HORZ(LL): -0.002 D -
D 76 A A A /5 A
Plate Type(s):
HORZ(TL): 0.004 D -
C' 41 /-3 A A /14 A
WAVE
Creep Factor. 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.135
B Brg Width =10.6 Min Req = 1.5
Max BC CSI: 0.172
D Brg Width =1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width =1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 18.2 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01A.0205.20
Chords Tens.Comp. Chords Tens. Comp.
A-B 20 -14 B-C 20 -16
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. _
B-D 1 -1
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only A1pi
connector plates shall be used for the TDD to be valid. Asa Truss Design Engineering (i.e. Specialty Engineer),.the seat on any TDD represents an acceptance of the professional engineerin �q_� RaOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the - �ITHUSSES
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPF1. The approval of the „
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Buildir g 4451 St Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized tams are as defined in TPI-1.
copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any fam, Is prohibited without the written permission of A•1 Rod Trusses -Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job "
76466
Truss Truss Type
J 14 I EJAC
Qty Ply 03/25/2019
22 1 1
9428
Loading Criteria (psg
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x6 SP #2
C
12
9 7 1111.5X4
B
T
T to
-
H B 10"8 N N
A Ll
1113X6E D
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 16 0.00 1.33
Apply puriins 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.
SEAT PLATE REQ.
1 r6" 4"! }-- 10"8 --
�--1 r4"
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FLIRT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.000 B 999 360
VERT(CQ: 0.000 B 999 240
HORZ(LL): 0.000 B - -
HORZ(TL): 0.001 B - -
Creep Factor: 2.0
Max TIC CSI: 0.289
Max BC CSI: 0.026
Max Web CSI: 0.055.
Wgt: 10.5lbs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
E 197 /- /- /315 /156 /-
D 27 /- /- /46 /26 /-
C - /-5 /- /93 /109 /99
Wind reactions based on MWFRS
E Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width =1.5 Min Req = -
Bearing E is a rigid surface.
Bearing E requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 55 0 B-C 281 -149
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
E-D 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - E 434 -283
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verity design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise staled on the TDD, only Alpl a
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin � A-R17OF
responsibility for the design of the single Truss depicted on the TDD only, under TPF1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Building
Building is the responsibility of the Owner, the Owner's authorized agent orthe Building Designer, in the context of the IRC, the IBC, local building code and TPH7. The approval of the .. ..a,
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TOO and arry field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. Al notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance.. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. Al capitalized terms are as defined in TPI-1.
Copyright 0201a A-1 Roof Trusses —Anthony T. Tombo III, RE Reproduction of this document, In any form. Is prohibited without the written permission of A-1 Roof Trusses —Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job Truss Truss Type Qty Ply 03/25/2019
7'5466 1 Jib EJAC 1 1 1 1 9375
Loading Criteria (ps9
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration:1.25
Spacing: 24.0 "
C
—17
12
6
m
1113X6(G1 N
B (V
00 A
D
SEAT PLATE REQ.
1'6" 3'
Wind Criteria -
Code I Misc Criteria
Wind Std: ASCE 7-10
Code: FBC 2017 RES
Speed: 160 mph
TPI Std: 2014
Enclosure: Closed
Rep Factors Used: Yes
Risk Category: II
FT/RT:10(0)/10(10)
EXP: C Kzt: NA
Plate Type(s):
Mean Height: 15.00 it
WAVE
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
:Lt Stub Wedge 2x4 SP #3:
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 36 0.00 , 3.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
DefUCSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 C - -
HORZ(rL): 0.001 C - -
Creep Factor. 2.0
Max TC CSI: 0.245
Max BC CSI: 0.085
Max Web CSI: moo
Wgt: 14.0 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 234 !- /- /211 /77 /111
D 55 !- A /29 /- !-
C 74 /- /- /53 172 /-
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 37 0 B-C 35 -84
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 2 -1
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER'I, GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo 111. P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the 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 p4 NpOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the 'JOTNUSSE5
Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responslbilAies and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by at parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1.
Copydght 02016 A-1 Roof Trusses —Anthony T. Tombo 111.P.E. Reproduction of this document in any form, Is prohibited vANout the written permission of A-1 Root Trusses— Anthony T. Tombo ill, P.E. Fort Pierce, FL 34946
Job
7�466
Truss
K01
Truss Type
GABL .
Qty Ply
3 1
03/27/2019
9398
Loading Criteria (pso
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NC13CLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
11
�-- 1'6"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Stub Wedge 2x4 SP #3:
Plating Notes
All plates are 4X6(G1) 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 24 0.00 2.00
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Loading
Truss designed to support 2-0-0 top chord outlookers
and Gadding 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.
Additional Notes
See STD DETAILS for gable wind bracing
requirements.
SEAT PLATE REQ.
{- 2'
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
(oR
p 1113X6
DefUCSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
WERT(CL): NA
HORZ(LL): -0.001 C - -
HORZ(rL):.0.002 C - -
Creep Factor. 2.0
Max TC CSI: 0.B52
Max BC CSI: 0.087
Max Web CSI: 0.111
Wgt: 12.6 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D• 245 /- /- /208 /398 /215
Wind reactions based on MWFRS
D Brg Width = 24.0 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 77 0 B-C 41 -130
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 597 -112
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp.
C - D 287 - B8
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLEITI, GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Aipi
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seat on any TDD represents an acceptance of the professional engineedn Es E A -II R13UF
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the ��TRUSSE5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the
responsibility of the Owner, the O.wnefs authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field Anthony T. Tombo III, P.E.
use orthe Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and ny
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by a1 parties Involved. The Truss Design Engineer is NOT the Buildir g 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA.
Copyright 02016 A-1 Roof Trusses —Anthony T. Tombo III, P.E. Reproduction ofthis document, In any form. Is proNdted vriMout Me wdsen permission of A-1 Roof Trusses —Anthony T. Tombo ill, RE Fort Pierce, FL 34946
Job
75466
Truss Truss Type Qty Ply 03127/2019
K02 I MONO 6 1 1 9401
Loading Criteria (psg
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
12 III 1.5X4 C
6
1113X6(G1 to
B ap N
r- O
SO F1 (V
00 AA
III1.5X4p
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed _
Risk Category: II
EXP: C Kzl: NA
Mean Height: 15.00 It -
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
:Lt Stub Wedge 2x4 SP #3:
Puriins
In lieu of structural panels or rigid ceiling use puffins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 24 0.00 2.00
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Hangers / Ties
(J) Hanger Support Required, by others
Wind
Wind loads based on MWFRS with additional C&C
member design.
SEAT PLATE REQ.
12' �
1'6"
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)110(10)
Plate Type(s_):.,
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 C - -
HORZ(fL): 0.001 C - -
Creep Factor: 2.0
Max TC CSI: 0.426
Max BC CSI: 0.038
Max Web CSI: 0.054
Wgt: 12.6 Ibs
VIEW Ver. 18.02.01A.0205.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 204 /- A /194 174 /84
D 51 A A /39 /37 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req =-1.5
D Brg Width = - 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 37 0 B-C 18 -65
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 3 -3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - D 143 - 38
"WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERALTERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. =
Verity design parameters and read notes on this Truss Design Drawing (TDD) and the Anthony T. Tombo 111, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used for the 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 o A-f ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPt-1. The design assumptions, loading conditions, suhabilily and use of this Truss for any Building is the=TRU55E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the cordexl of the IRC, the IBC, local building code and TPIA . The approval of the ..
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the content of the IRC, the IBC, local building code and TPIA. The approval of the Too and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and On y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties ofthe Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 1 4461 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Copyright 02016 A-1 RoofTrusses-Anthony T. Tombo III, P.E. Reproduction of this document, in any form, is prohibited without the wdtten permisdon of A-1 Rod Trusses- Anthony T. Tombo 111, P.E. I Fort Pierce, FL 34946
Job
75466
Truss
V12
Truss Type
VAL
Qty Ply 03/25/2019
1 1 1.
9366
Loading Criteria (psp
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
R 5'5"1 .I 65"1 VA
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Puriins
In lieu of structural panels or rigid ceiling use pufins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.00 12.00
Apply puffins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See STD DETAILS for valley details.
B=4X4
12'
610"4 $ $- 610"4
Code i Misc Criteria
Code:FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Def1ICSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.025 D 999 36i
VERT(CL): 0.052 D 999 24i
HORZ(LL): -0.010 D - -
HORZ(TL): 0.021 D -
Creep Factor. 2.0
Max TC CSI: 0.505
Max BC CSI: 0.535
Max Web CSI: 0.178
♦ Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ IR- IRh /Rw /U IRL
E' 82 /- /- /41 /11 /9
Wind reactions based on MWFRS
E Brg Width =144 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A - B 509 - 375 B - C 509 - 376
Wgt: 40.6 Ibs
Maximum Bot Chord Forces Per Ply (Ibs)
VIEW Ver: 18.02.01A.0205.20 dChords Tens.Comp. Chords Tens. Comp.
A - D 432 -397 D - C 432 -397
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
B - D 599 - 688
—WARNING— Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENTform.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connector plates shall be used forthe TDD to be valid. As a Truss Design Engineering 6.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-1 ROOF
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, sulabilityand use of this Truss for any Building Is the '09ORTR1r55E5
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF7. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context oftfie IRC, the IBC, local building code and TPI-1. The approval of the TDD and airy field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Buildir 3 4451 St Lucie Blvd.
Designer or Tress System Engineer of any building. Al capitalized terms are as defined In TPI-1.
Copyright 02016 A-1 Roof Tresses —Anthony T. Tombo Ill. P.E. Reproduction of this document in any form, le prohibited without the wdaen permission of X1 Roof Tresses —Anthony T. Tombo Ill, P.E. I Fort Pierce, FL 34946
Job , Truss Truss Type City [Ply 03126/2019
75466 I V6 I VAL 1 1 1 9362
91 — 2151r1 ZT1 1�
12
6 L,,- B=3X4
fi
ZD
�_=9M
Wo
Loading Criteria (pso
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.012 999 360
Loc R+ / R- / Rh / Rw / U / RL
D' 82 /- /- /37 /9 77
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.022 999 240
BCDL: 10.00
Risk Category: II
FT/RT:10(0)110(10)
HORZ(LL): -0.004 - -
Wind reactions based on MWFRS
EXP: C Kzt: NA
Plate Type(s):
HORZ(TL): 0.009 - -
D Brg Width = 72.0 Min Req = -
Des Ld: 40.00
Mean Height: 15.00 ft
WAVE
Creep Factor. 2.0
rigid surface.
Bearing A is a gl
NCBCLL: 10.00
TCDL: 5.0 psf
Max TC CSI: D.175
Maximum Top Chord Forces Per Ply (Ibs)
Load Duration: 1.25
BCDL: 5.0 psf
Max BC CSI: 0.217
Chords Tens.Comp. Chords Tens. Comp.
Spacing: 24.0 "
MWFRS Parallel Dist: h to 2h
A - B 328 -296 B - C 328 -296
C&C Dist a: 3.00 It
Max Web CSI: 0.000
Loc. from endwall: not in 9.00
Wgt: 16.8 Ibs
GCpi: 0.18
1
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
VIEW Ver: 18.02.01A.0205.20
Chords Tens.Comp.
Lumber
A - C 273 - 243
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 72 0.00 - 6.00
Apply pudins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
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 Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi
connect r plates shall be used forthe TDD lobe valid. Asa Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn A-t RUOF
responsibility for the design of the single Truss depicted on the TDD only, under TPF7. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the ,9ORTRUSSES
Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPF1. The approval of the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval ofthe TDD and any field Anthony. Tombo III, P.E.
use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and on y
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Tres Design Engineer is NOT the Buildir g. 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1.
Copyright 0 2016 A-1 Root Trusses —Anthony T. Tombo III, P.E. Reproduction of this document. In any form, is prohibited without the written permission of A-1 Root Trusses— Anthony T. Tombo 111, P.E. Fort Pierce, FL 34946
Job , Truss Truss Type Qty Ply 113127121119
75466 1 MV2 VAL 1 1 1 9369
Loading Criteria (psq Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 10.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed .
BCDL: 10.00 Risk Category: II
EXP: C Kzt: NA -
Des Ld: 40.00 Mean Height: 15.00 ft
NC13CLL: 10.00 TCDL: 5.0 psf
Load Duration: 1.25 BCDL: 5.0 psf
Spacing: 24.0 " MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc.-from endwall: not in 4.50
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 24 0.00 2.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See STD DETAILS for valley details.
15- 1,5rr1
12
6 B
-2X4(D8R) T
0
i W -- 2' M
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Def /CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): 0.007 B 999 361
VERT(CL): 0.014 B 999 241
HORZ(LL): 0.003 B - -
HORZ(rL): 0:006 B -
Creep Factor: 2.0
Max TC CSI: 0.069
Max BC CSI: 0.117
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver: 18.02.01A.0205.20
♦ Maximum Reactions (Ibs), or.=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 82 A A /49 /17 /18
Wind reactions based on MWFRS -
D Brg Width = 24.0 Min Req = -
Bearing A is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-B 0 -24
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
A-C 70 -13
—WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. _
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Anthony T. Tombo III, P.E. Reference Sheet before use. Unless otherwise stated on the TDD, only Alpi -
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering #.a. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering �IA-11 RUDF
responsibility for the design of the single Truss depleted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the TRU55E5
Building is tha responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI- I. The approval of the ..
responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context ofthe IRC, the IBC, local building code and TPIA. The approval ofthe Too and any field Anthony T. Tombo III, P.E.
use of the Truss, Including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss _ # 80083
Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by -a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Buildir 4451 St. Lucie Blvd.
Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI4.
Copyright 02016 A-1 Roof Trusses -Anthony T. Tombo III, P.E. Reproduction of this document, In any form, Is prohibited without the wrisen permission of A.1 Roof Trusses -Anthony T. Tombo III, P.E. L Fort Pierce, FL 34946
1
JANUARY 17, 2017 TYPICAL HIP / KING JACK CONNECTION STDTL01
CORNERSET GENERAL SPECIFICATIONS
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 @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TIC & 24" Strap w/ (6)
10d x 1.5" ea. end @ BC
0
r`
ttach Corner Jack's
F/ (2) 16d Toe Nails
@ TIC & BC (Typ)
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TIC &
BC (Typ)
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#unneM. Jgsbsdna rg�aYe+. .rznu;Mcsyttaavaar»d I4atrn,£> Es xv ha.: pe i'' %W+iyxa.0 twn5!ssa6pmraA wtt k+E. zxc�t;uet mmt7<ewAla,=taiRt FeatNeree, FL 34946
� (cppiiPhJ92QI6k�E Pastlnuar Aatla€pT.TamSa Ilt, P.E, Papaadaaiao oitk'as daa�eat, iv cx<ybrm; is pahih'dxd w'ahaetaha tsittaapenissEaa GFm A-IRa¢tT,esses�Acthanp Licaka 116Pd.
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL 1 STDTL03
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE. FL 34946
772409-1010
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
V-3'MAX.
DIAL. 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 0
r 24' O.C.
2XG DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - IOd COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TD FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
ol 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.
ENO 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 G' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL I I /
GABLE ABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE L 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 /
\ SS /
UKAL
TRUSS
...�... 3T1 D
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. '
STANDARD PIGGYBACK TRUSS
J.ULY 17, 2017 A„ STDTL04
THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS:
ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 WIND STANDARDS UNDER ALL ENCLOSURE AND EXPOSURE
CONDITIONS AS LONG AS NO UPLIFT EXCEEDS 377 LBS. REFER TO ACTUAL PIGGYBACK TRUSS DESIGN
DRAWING FOR UPLIFTS.
NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
PIGGYBACK TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL PIGGYBACK TRUSS INFORMATION.
SPACE PURLINS ACCORDING TO THE MAXIMUM
SPACING ON THE TOP CHORD OF THE BASE TRUSS
(SPACING NOT TO EXCEED 24' D.C.) A PURLIN
TO BE LOCATED AT EACH BASE TRUSS JOINT.
ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2" X 8"
TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" O.C. PLATES
SHALL BE PRESSED INTO THE PIGGYBACK TRUSS AT 48" O.C.
STAGGERED FROM EACH FACE AND NAILED TO THE BASE TRUSS WITH
FOUR (4) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM
UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8" TEE -LOCK MULTI -USE
CONNECTION PLATE. (MINIMUM OF 2 PLATES)
ATTACH EACH PURLIN TO THE TOP CHORD OF
THE BASE TRUSS.
(PURLINS AND CONNECTION BY OTHERS)
BASE TRUSS
REFER TO ACTUAL TRUSS DESIGN DRAWING FOR
ADDITIONAL BASE TRUSS INFORMATION.
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JULY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
VALLEY TRUSS
(TYPICAL)
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
NAILS 6" O.C.
TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
GENERAL SPECIFICATIONS:
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
ATTACH 2X4 CONTINUOUS #2
SYP TO THE ROOF W/ TWO USP
WS45 (1/4" X4.5") WOOD SCREWS
INTO EACH BASE TRUSS.
1 _ 1 1_�.l
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" WS45 USP 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 NOS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
BASE TRUSSES
^".'_E END, COMMON
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
MAX SPACING = 24" O.C. (BASE AND VALLEY)
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
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JULY 17, 2017
.:
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TRUSSED VALLEY SET DETAIL
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
GENERAL SPECIFICATIONS:
STDTL06
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" WS3 USP OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
„N,
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NOS -01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
SECURE VALLEY TRUSS
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05:146 MPH
NAILS 6" O.C.
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6112
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 USP
MAX SPACING = 24" O.C. (BASE AND VALLEY)
WS3 (114" X 3') WOOD SCREWS
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
INTO EACH BASE TRUSS.
DETAIL A
(NO SHEATHING) N.T.S.
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VALLEY SET
DET
I JULY 17, 2017 I TRUH GH WIND VELOCITY) AIL I STDTL07
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTA(
WIND DESIGN PER ASCE 7-98, ASCE 7-1
WIND DESIGN PER ASCE 7-10: 170 MPP
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY II BUILDING
EXPOSURE B OR C
WIND DURATION OF LOAD INCREASE:'
MAX TOP CHORD TOTAL LOAD = 50 PSI
MAX SPACING = 24" O.C. (BASE AND VA
SUPPORTING TRUSSES DIRECTLY UNDER v^, t 1 RUDOCD MUD 1 Dm
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' -10" ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
HTO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6112 PITCH NON -BEVELED
BOTTOM CHORD BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
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Fat Pierce, FL 34946
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FEBRUARY 17, 2017 1 STANDARD GABLE END DETAIL I STDTL08'
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
V/10d NAILS, 6. O.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
v
* DIAGONAL BRACING *!k L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24- MAX.
NOTE:
1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS.
2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TD
BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT.
3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG.
ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF
SYSTEM.
4. 'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR
BETTER WITH ONE ROW OF 10d NAILS SPACED 6' O.C.
S. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0.OL.
S. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
WITH l6d NAILS SPACED G' D.C. HORIZONTAL BRACE TO BE LOCATED AT
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
7 GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240
VERTICAL
2X6 SP OR SPF
STUDV,BRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) lOd NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TD
RTICALS
SECTION A -A
W/(4) - 10d NAILS
PROVIDE 2X4 BLOCKING BETWEEN
THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - 10d NAILS
(4) Bd NAILS MINIMUM,
PLYWOOD SHEATHING TO
2X4 STO SPF BLOCK
12' MAX.
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL. BRACE
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS
TRUSSES. IF NEEDED
10. 10d AND 16d NAILS ARE 0131'X3.0' AND 0131'X35' COMMON WIRE NAILS
RESPECTIVELY.
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
1
DIAGONAL
BRACE
1
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 931 STUD
12" O.C.
3.8-10
5-6-11
6-6-11
11-1-13
2X4 SP #31 STUD
16" O.C.
3-3-10
4412
6-6-11
9-10-15
2X4 SP #31 STUD
R' O.C.
1 246
3-11-3
54-12
B-1-2
2X4 SP #2
12" O.C.
3-10.15
5-6-11
6-6-11
11-8-14
2X4 SP #2
ITO.C.
3-6-11
4-9-12
6-r11
10-8.0
2X4 SP #2
24" O.C.
3-1-4
1 3.11-3
1 6.2-9
1 9-343
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REOUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
SOX OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
ROOF HEIGHT= 30 FEET
:BORC
190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING.
OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
ROOF
SHEATHING
(2) - 10d
NAILS
L TRUSSES 8 24' O.C.
2X6 DIAGONAL BRACE
SPACED 48' D.C. ATTACHED
TO VERTICAL WITH (4) -
\ 16d NAILS, AND ATTACHED
TO BLOCKING WITH (5) -
10d NAILS.
HORIZONTAL BRACE
(SEE SECTION A -A)
END WALL
DETA
I FEBRUARY 17, 2017 I T WIDTH 2XI RACE ONLY IL I STDTL09
NOTES:
T—BRACING / I —BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T—BRACE / I —BRACE MUST COVER 91% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T—BRACE / I —BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2XB
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 1-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 DETAILS
FEBRUARY 17, 2017 1 LATERAL BRACING RECOMMENDATIONS I STDTL10
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET
ALONG A FLOOR TRUSS.
NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE
TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD, SECURELY FASTENED TO THE TRUSS USING ANY
A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW.
4451 ST. LUCIE BLVD.
FORT PIERCE. F1 6 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
772-409.10' 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 COD 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 (0131' X 3') NAILS (0.131' X 3'). r ATTACH TD VERTICAL
BWITH LS(01313Od
X3' NI
1
MIII •• I'1 .. III+ '.• `JI �n�
1 1/ MirI ► � 1� II�
�I r
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) - lDd
NAILS (0131' X 3')
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0131'
X 3') IN EACH CHORD
ATTACH TO VERTICAL
SCAB WITH (3) - 10d
NAILS (0131' X 3')
4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' DIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTD
EDGE OF STRDNGBACK COD 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) - IDd NAILS (0131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
FEBRUARY 17, 2017
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409A010
LATERAL TOE -NAIL DETAIL
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE .SUCH AS TD AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
B8.0
80.6
69.9
68.4
59.7
g.135
93.5
85.6
74.2
72.6
63.4
.162
108.8
99.6
86.4
84.5
73.8
ri
.128
74.2
67.9
58.9
57.6
50.3
c�
Z
0
.131
75.9
69.5
60.3
59.0
51.1
.148
81.4
74.5
64.6
63.2
52.5
i6
N
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 115:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 2915 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60'
a
45.00°
STDTL11
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
0°
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
)0°
FEBRUARY17,2017 UPLIFT TOE -NAIL DETAIL STDTL12
�s
A-1 ROOF TRUSSES
4461 ST. LUCIE BLVD. ri
FORT PIERCE, FL 34946
772-409.1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
NOTES:
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 (0162' DIA. X 3.5') WITH SPF SPECIES TOP PLATE
FOR WIND DOL OF 133:
3 (NAILS) X 37 (LB/NAIL) X 133 COOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF ISO.
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.
srr USE (3) TOE -NAILS ON 2X4 BEARING WALL
rrr USE (4) TOE -NAILS ON 2X6 BEARING.WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
NEAR SIDE LI:::5NEAR SIDE
3D'
TOP PLATE
OF WALL L
Z Ix 71 1' FOR 'NAIL
,25' NAIL
FAR SIDE
1-3/16' FOR 3.5' NAIL
SIDE VIEW END VIEW
TOE —NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
0Z
.131
59
48
32
30
20
O
'
J
.135
60
48
33
30
20
•
�
.162
72
58
39
37
25
J
2
O
.128
54
42
28
27
19
I-_
Z
Z
�
.131
55
43
29
28
19
W
.148
62
48
34
31
21
J
�
N
_J
Q
�
Z
.120
51
39
27
26
17
Z
.128
49
3B
26
25
17
O
.131
51
39
27
26
17
J
�
.148
57
44
31
28
20
M
i
FEBRUARY 5, 2016
TYP 2x2 NAILER ATTACHMENT - I STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
-1.0 x 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf-Roof Load, 170 mph, ASCE
7-101 29'-0" Mean Height, Exp, B, C or D.
April 11, 2016
A-1 ROOF TRUSSES
4451 ST. LUCIE'BLVD.
FORT PIERCE, FL 34946
772409-1010
TYPICAL ALTERNATE BRACING DETAIL
FO EXTERIOR FLAT GIRDER TRUSS
(4) 12d
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
EXTERIOR FLAT
GIRDER
12
VARIES [:�:�
STDTLI4
(4) 12d
MAX 3011(21-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
7c+cn. F4eie .!e>r^yb•er Ar')J IOU P.M rufl:R 6!e(bIl omits Oft;747e51>iitOKrq(sSl1iRW:,tpQ'�+tftt3l'hrn, inh pflp,awNns sd xqe q�Natishxs prup9:ra)QQP;eder S+Rrmt.{ays0.t.L leerrraq SUNUb)•q. plea M�afN aida!M ill. r•h
W'el�mMx )km isslh+n/Nr tritpaU Ma hainn Ceup py j..S)ws�t[rsuw;.r mlwa+l?6rrprunaue)Scsdae NdrusMa)� gaspas�f.ryb ar ltt��darsri+i n&Me 6r TQP Wt •vnr lH 1. MN✓p q+ t>aM1ry Atat wdul AiAtiony
' Crt•sulN<f,t4tstth'�jerulaalotrytrH5ed?itzr)nnrngnrlt'etNM Q++u,w0•m mUn depNvbrWla,Qrvpm,n!»mx:IdMPCtq ltta1f41r+di.QW)d Wlli1. 7d T. Tomb0111, P.E.
mi, 60063
Wall
4451 St. Lucie d1d./Qe4,leW. of Wel1spnaalnbs"0A. nis lllal st)aam04—Ill., ed bakatmevkst
a.u•b+Mur/N+(Mrnf+e!rreryriN utae)b dl,ouubrdrN. IDr Urb Wt'roeryefnif ii4M )rAmihsi¢>,q b-sy)4a hp—ts tw6n. Wtg2dbKMatwaeAgtlblfld.
� Fart Pierce, FL 34946
(opfrl9htiA 2916 A•t Roll Tusses•Anthony 1. Temta Ill, P.t. Replodostloa alibi, dommeat, moor tom: is psohibiled riftol lb, .,;",a peimasion tom A4 pool hom— Mlhboy 1. lombo 111, PI
4 y
STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND STDTL15
FEBRUARY 17, 2017 DAMAGED OR MISSING CHORD SPLICE PLATES
■�
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
• 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
F BREAK
•10d NAILS NEAR SIDE �• �t�1 TRUSS CONFIGURATION
+ 10d NAILS FAR SIDE
AND BREAK LOCATIONS
FOR
FDR ILLUSTRATIONS ONLY
Du
X' MIN �— 6' MIN
THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO
THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT
AND A MINIMUM OF 6' FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE).
DO NOT USE REPAIR FOR JOINT SPLICES
NOTES:
1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR
DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE
TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN
THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF
SUPPORTING THE LOADS INDICATED.
2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR
AND HELD IN PLACE DURING APPLICATION OF REPAIR.
3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID
UNUSUAL SPLITTING OF THE WOOD.
4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID
LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
5: THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TD TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK �
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24'
1706
2559
1561
2342
1320
1980
1352
2028
28
39
30'
2194
3291
2007
3011
1897
2548
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
68
48'
3657
5485
3346
5019
2829
4243
2898
4347
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS I STDTL16
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVO,
FORT PIERCE. FL 34946
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTOR: 115
SPACING: 24X O.C.
TOP CHORD: 24 DR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
NOTES:
1. ATTACH 2X_SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (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 TD
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'
O.C. MAXIMUM AND HAVING PITCHES BETWEEN 4/12 AND 12/12 AND TOTAL TOP CHORD
LOADS NOT EXCEEDING 50 PSF.
TRUSSES NOT FITTING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY.
REFER TO INDIVIDUAL TRUSS DESIGN
FOR PLATE SIZES AND LUMBER GRADES