HomeMy WebLinkAboutTruss Engs �
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Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
.®, ®1 ROOF These truss designs rely on lumber values established by others.
AAV TRUSSES
A FLORIDA CORPORATION
RE: Job ARMSSMB JOB #78750 A-1 Roof Trusses
4451 St Lucie Blvd
Site Information: Fort Pierce, FL 34946
Customer Info: RENAR DEVELOPMENT CO. Project Name: MORNINGSIDE
Lot/Block: Model: SEAMIST 2215
Address: Subdivision:
City: County: St Lucie State: FL
Name Address and License # of Structural Engineer of Record, If there is one, for the building.
Name: License #:
Address:
City:
General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading
Conditions):
Design Code: FBC 2017 RES / TPI 2014 Design Program: Alpine Engineered Products
Wind Code: ASCE 7-10 Wind Speed: 160
Roof Load: 40.0 psf Floor Load: 55.0 psf
This package includes 24 individual, dated Truss Design Drawings and 16 Additional Drawings.
With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet
conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules.
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
No.
Seq #
Truss Name
Date
1
2544
FG01
9/11/20
13
2692
B01
9/11/20
25
STDL01
STD. DETAIL
9/11/20
2
2521
FL01
9/11/20
14
2695
B02GE
9/11/20
26
STDL02
STD. DETAIL
9/11/20
3
2682
FL02
9/11/20
15
2562
C01
9/11/20
27
STDL03
STD. DETAIL
9/11/20
4
2664
FL02GE
9/11/20
16
2710
CO2
9/11/20
28
STDL04
STD. DETAIL
9/11/20
5
2512
FL03
9/11/20
17
2752
CO3
9/11/20
29
STDL05
STD. DETAIL
9/11/20
6
2547
FL03GE
9/11/20
18
2749
D01
9/11/20
30
STDL06
STD. DETAIL
9/11/20
17
2508
FL04
9/11/201
19
2719
D02GE
9/11/20
31
STDL07
STD. DETAIL
9/11/20
8
2551
FL05
9/11/20
20
12557
HJ7
9/11/201
32
1 STDL08
STD. DETAIL
9/11/20
19
2548
FL07GE
9/11/20
21
2722
11
9/11/20
33
STDL09
STD. DETAIL
9/11/20
10
2689
A01GE
9/11/20
22
2737
J3
9/11/20
34
STDL10
STD. DETAIL
9/11/20
11
2743
A02_
9/11/20
23
2565
J5
9/11/20
35
STDL11
STD. DETAIL
9/11/20
12
12704
A02GE
19/11/201
24
2554
J7
9/11/20
136
STDL12 I
STD. DETAIL
9/11/20
tie truss drawing(s) referenced have been prepared byapme Engineered Products, Inc. under my direct supervision based on the parameters provided byA 1 RoofTrusses, Ltd.
Truss Design Engineer's Name: Rama Pranav Kristam
My license renewal date for the state of Florida is February 28,2021.
NOTE: The seal on these drawings indicate acceptance of professional engineering
responsibility solelyforthe truss components shown.
The suitability and use of components for any particular building is the responsibility of the building
designer, perANSUTPI-1 Sec. 2.
The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construction
documents (also referred to at times as'Structural Engineering Documents') provided by the Building
Designer indicating the nature and character of the work.
The design criteria therein have been transferred to Rama Pranav Kristam PE by [Al Roof Trusses or
specific location]. These TDDs (also referred to at times as'Structural Delegated'
Engineering Documents) are specialty structural component designs and may be part of the project's
deferred or phased submittals. As a Truss Design Engineer (i.e, Specialty
Engineer), the seal here and on the TDD represents an acceptance of professional engineering
responsibility forthe design of the single Truss depicted on the TDD only. The Building Designer is
responsible for and shall coordinate and review the TDDs for
compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes.
Page 1 of 2
1tttSlttlllift//I��!
No- 88 6 r
� r
Rama Pranav Kristam, P.E.
4451 St Lucie Blvd. Suite 201
Fort Pierce, FL 34946
OF
Rama Pranav Knstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
� T
Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3
A-1 ROOF These truss designs rely on lumber values established by others.
TRUSSES
A FLORIDA CORPORATION
RE: Job ARMSSMB
No.
Seq #
Truss Name
Date
37
STDL13
STD. DETAIL
9/11/20
38
STDL14
STD. DETAIL
9/11/20
39
STDL15
STD. DETAIL
9/11/20
40
STDL16
I STD. DETAIL
9/11/20
Rama Pranav Mstam, P.E.
488906
Page 2 of 2 4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
ARMSSMB
FG01
FLAT
2 ,
2544
5
16'8"8
=3X12 =5X10 III1.5X3 III1.5X3 =6X6 =5X10 =3X12
A B C D E F G
SEAT PLATE REQ.
16'8"8
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 40.00
Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: NA mph
TPI Std: 2014
VERT(LL): 0.095 D 999 36
BCLL: 0.00
Enclosure: NA
Rep Factors Used: No
VERT(CL): 0.447 D 448 24
BCDL: 5.00
Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.017 H - -
EXP: NAKzt: NA
Plate Type(s):
HORZ(TL): 0.079 H
Des 00
Mean Height: NA ft
WAVE, HS
NCBCLL: 00.0.00
TCDL: NA psf
Creep Factor: 2.0
Load Duration: 1.00
BCDL: NA psf
Max TC CSI: 0.453
Spacing: 24.0 "
MWFRS Parallel Dist: NA
Max BC CSI: 0.835
C&C Dist a: NA ft
Max Web CSI: 0.798
Loc. from endwall: NA
Wgt: 207.2 Ibs
I: NA GCpi: NA
VIEW Ver: 19.01.00A.0618.16
Wind Duration: NA
Lumber
Top chord 2x8 SP 2400f-1.8E
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3 W1 2x6 SP #2; W2,W5 2x4 SP #2;
Nailnote
Nail Schedule:0.131"x3", min. nails
Top Chord: 1 Row @ 6.50" 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) 1/2" bolts may be used for
(2) 0.131"x3", min. nails on
The Top Chord Only.
Special Loads
-----(Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00)
TC: From 389 pIf at 0.00 to 389 pIf at 16.71
BC: From 10 pIf at 0.00 to 10 plf at 16.71
Purlins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.00 16.71
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
The TC of this truss shall be braced with attached spans at 24" oc in lieu of
structural sheathing.
Additional Notes
Truss must be installed as shown with top chord up.
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
P 3333/-
H 3333/-
P Brg Width = 4.0
Min Req = 1.5
H Brg Width = 3.5
Min Req = 1.5
Bearings P & H are a rigid surface.
Bearing P requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 0- 2601
D- E 0- 6669
B- C 0- 6669
E- F 0- 6669
C- D 0- 6758
F- G 0- 2614
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
P-O 58 0 L-K 6758 0
O- N 4734 0 K- J 4753 0
N- M 4734 0 J- 1 4753 0
M-L 4734 0 1 - H 58 0
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
A-P
0 -1631
D-K
0 -550
A-O
2815 0
K -F
2051 0
O-B
0 -2453
F -J
9 0
B-N
10 0
F - 1
0 -2461
B- L
2068 0
1- G
2828 0
L- C
0- 553
G- H
0 -1631
`"'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineenri
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Tres Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cn-mlit n 201A A-1 Roof To-—- Rrnrnduntinn of Him dnr."mnnt in an, forn. is nrohihitnd withniil tha wdttrn nanni-inn of A-1 Roof Tmesaa.
ARMSSMB I FL01 I SY42 12 11 ( --
2521
f -- 2'6n �--{
(T'P)
5'3" 7'3"----- 127"8
III1.5X3 =3X6 III1.5X3 III1.5X3 =3X6
A B C D E
L
1.5X3(R) M
K
III 1.5X3
F
R) G
1.5X3(R)
N
P0
= 3X4
=3X4
3"1
SEAT PLATE REQ.
= 3X4
=3X4
3"1
SEAT PLATE REQ.
12'7"8
Loading Criteria (pst)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00
Wind Sid: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00
Speed: NA mph
TPI Sid: 2014
VERT(LL): 0.118 C
999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: NA
Rep Factors Used: Yes
VERT(CL): 0.195 C
744 240
K 681
BCDL: 5.00
Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.022 B
- -
H 681
Des Ld: 55.00
EXP: NA Kzt: NA
Plate Type(s):
HORZ(TL): 0.036 B
- -
K Brg Width = 7.5 Min Req = 1.5
Mean Height: NA ft
WAVE
Creep Factor: 2.0
H Erg Width = 3.5 Min Req = 1.5
NCBCLL: 0.00
TCDL: NA psf
Max TC CSI: 0.571
Bearings K & H are a rigid surface.
Load Duration: 1.00
"
BCDL: NA psf
Max BC CSI: 0.658
Bearing K requires a seat plate.
Spacing: 24.0
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Max Web CSI: 0.346
Maximum Top Chord Forces Per Ply (Ibs)
Loc. from endwall: NA
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 70.0 Ibs
I: NA GCpi: NA
A- B 1 0 D- E 0 -1651
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
B - C 0 -1651 E - F 1 0
Lumber
C - D 0 -1663
Top chord 4x2 SP #2
Bot chord 4x2 SP #2
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 4x2 SP #3
Chords Tens.Comp. Chords Tens. Comp.
Purlins
K- J 1125 0 1- H 1125 0
In lieu of structural panels or rigid ceiling use purlins
J -1 1663 0
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
Maximum Web Forces Per Ply (Ibs)
BC 120 0.25 12.38
Webs Tens.Comp. Webs Tens. Comp.
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
L - M 0 -4 D - I 0 -217
A-K 0 -108 1 - E 656 0
Additional Notes
K- B 0 -1250 E- H 0 -1250
+ 2x6 continuous strongback.
B - J 656 0 F - H 0 -108
Truss must be installed as shown with top chord up.
J - C 0 -217 G - N 0 -4
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building, All capitalized terns are as defined in TPI-1.
C: nnht n 20te A-1 Rnnf Tmnsnc — Rnnrnnnntinn of thin dnrnjmnnfin anv form. is nmhihitnd Athr nl thn wnftt n —Inninn of AA Rnnf Tnc n
ARMSSMB
FL02
,N
SY42
. y , ,y
1 1
2682
�-- 2,6" --�
(TYP)
�-- 63" -{— 7'9"8 ----}— 12'5" ---}— 14-11
"8 --{— 17'9" 1 20'78
--{
1.5X3(R) =3X6
=3X6 W=3X6
=3X8 =3X4
1112X4
3"1
A B
S
C D
E F G
H I
J
1.5X3(R)TLe�
3"1
Q P
O N
M L
K
=3X4
=3X4 =3X4
W=3X6 =3X8
1114X4
=3X6
2'5"
2'5"
SEAT PLATE REQ.
175"12 i 81"12 --i
20'7"8
Loading Criteria (pso Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Sid: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl
L/# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.169 C 867
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: Yes
VERT(CL): 0.266 C 551
240 R 692/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.033 B -
- N 1144 /- /-
EXP: NA Kzt: NA
Plate Type(s):
HORZ(TL): 0.053 B -
- K 472
Des Ld: 55.00 Mean Height: NA ft
WAVE
Creep Factor: 2.0
R Brg Width = 7.5 Min Req = 1.5
NCBCLL: 0.00 TCDL: NA sf
p
Max TC CSI: 0.978
N Brg Width = 3.5 Min Req = 1.5
Load Duration: 1.00 BCDL: NA psf
K Brg Width = - Min Req = -
Spacing: 24.0 " MWFRS Parallel Dist: NA
Max BC CSI: 0.733
Bearings R & N are a rigid surface.
C&C Dist a: NA ft
Max Web CSI: 0.353
Bearing R requires a seat plate.
Loc. from endwall: NA
Wgt: 114.8 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
I: NA GCpi: NA
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
Lumber
A- B 1 0 F- G 218 -120
B - C 0 -1683 G - H 218 -120
Top chord 4x2 SP #2
C - D 0 -1695 H - 1 0 - 701
Bot chord 4x2 SP #2
D- E 0 -1681 I- J 3 0
Webs 4x2 SP #3
E-F 218 -120
Plating Notes
All plates are 1.5X3 except as noted.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Purlins
R-Q 1145 0 N-M 700 0
In lieu of structural panels or rigid ceiling use purlins
Q - P 1695 0 M - L 701 0
to laterally brace chords as follows:
P - O 1191 0 L - K 699 0
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.38
O - N 1191 0
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Additional Notes
+ 2x6 continuous strongback.
S - T 0 -4 G - N 0 -291
A-R 0 -108 N-H 0 -810
Truss must be installed as shown with top chord up.
R - B 0 -1273 H - M 69 -7
B- Q 628 0 L- I 56 -27
Q- C 0- 226 1- K 0 - 779
D-P 0 -302 K-J 0 -15
P-E 720 0 J -K 0 -127
E-N 0-1239
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineenn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pmnav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Tmss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht n 2016 AA Roof Tmssas — Ranrndnntion of this don—entin anv fnnnis nrohihitad without the wnttan nannissino of AA Roof Tmctas.
ARMSSMB FL02GE I SY42 ( 2 ( 12664
' I VV
H
f- 1,4"--
(TYP)
1'3"41 I 17 3 4 18'3A
2'7"4
III2X4 =3X3 =3X3 1112X4
A B C D E F G H I J K L M N O
AD AC AA Z Y X W V U T S
1112X4(R) =3X3
SEAT PLATE REQ.
18'3"8
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
TCLL: 40.00
Wind Std: NA
Code: FBC 2017 RES
TCDL: 10.00
Speed: NA mph
TPI Std: 2014
BCLL: 0.00
Enclosure: NA
Rep Factors Used: Yes
BCDL: 5.00
Category: NA
FT/RT:10(0)/10(10)
EXP: NAKzt: NA
Plate Type(s):
Des Ld: 55.00
Mean Height: NA ft
WAVE
NCBCLL: 0.00
TCDL: NA psf
Load Duration: 1.00
BCDL: NA psf
Spacing: 24.0 "
MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
1: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP #2
Bot chord 4x2 SP #2
Webs 4x2 SP #3
.END
Bracing
Sheathing is required for any longitudinal (drag) forces. All connections to be
designed by the building designer.
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 18.04
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
Truss must be installed as shown with top chord up.
R Q III
3X3
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/#
Gravity
Non
-Gravity
VERT(LL): 0.000 D
999 360
Loc R+ / R- / Rh
/ Rw
/ U
/ RL
VERT(CL): 0.000 D
999 240
p* 110 /-/-
HORZ(LL): 0,000 O
- -
P Brg Width = 219
Min Req = -
HORZ(TL): 0.000 O
Bearing AD is a rigid surface.
Creep Factor: 2.0
Bearing AD requires a seat plate.
Max TC CSI: 0.085
Maximum Top Chord Forces
Per
Ply (Ibs)
Max BC CSI: 0.009
Chords Tens.Comp.
Chords
Tens.
Comp.
Max Web CSI: 0.032
A- B 3 0
H- 1
2
0
Wgt: 109.2 Ibs
B- C 10 0
1-1
2
0
C-D 2 0
J-K
2
0
VIEW Ver: 19.01.00A.0618.16
D- E 2 0
K- L
2
0
E-F 2 0
L-M
2
0
F-G 2 0
M-N
8
0
G-H 2 O
N-O
3
0
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
AD -AC 0 -3
W-V
0
-2
AC -AB 4 0
V- U
0
-2
AB -AA 0 -2
U-T
0
-2
AA-Z 0 -2
T-S
0
-2
Z-Y 0 -2
S-R
0
-2
Y-X 0 -2
R-Q
4
0
X-W 0 -2
Q-P
0
-3
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens.
Comp.
A -AD 0 -70
P-O
0
-15
AC-C 0 -19
O-P
0
-34
M-Q 0 -18
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp.
Gables
Tens. Comp.
B-AC 0 -129
I-V
0
-133
C-AB 0 -121
J-U
0
-134
D-AA 0 -138
K-T
0
-132
E-Z 0 -132
L-S
0
-137
F-Y 0 -134
R-M
0
-126
G-X 0 -133
Q-N
0
-109
H-W 0 -133
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1, The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
C:onvrinht 0 2016 A-1 Roof Tnn ses - Ronroduntion of this domimentin anv formis nmhihited without the wrifnn nm—is ino of A-1 Rnnf Tnisses.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
' I ARMSSMB I FL03 ( SY42 "rL 3r 1 1 r I .......... 2512
F-- 2'6" --I
(TYP)
j= 9'1"8
1.5X3(R)
3"1 A
1.5X3(R)Ts
3"1
.AYR
SEAT PLATE REQ.
=4X8
B
Loading Criteria (pst) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5,00 Category: NA
EXP: NAKzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL: NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 T2 4x2 SP #2;
Bot chord 4x2 SP M-30
Webs 4x2 SP #3
.END
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Deflection
Max JT VERT DEFL: LL: 0.50" DL: 0.25".
Additional Notes
Truss must be installed as shown with top chord up.
11'8"
=3X4
3X4 W=3X6
C D E FG H I
20'7"8
=4X8
J
1112X4
K
Q
= 3X12
P O N
W=H0312 =3X4
=3X4
2rCn
20'7"8
M
=3X12
L
=3X8
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl
L/# Gravity
Non
-Gravity
TPI Std: 2014
VERT(LL): 0.501 E 482
360 Loc R+ / R- / Rh
/ Rw
/ U / RL
Rep Factors Used: Yes
VERT(CL): 0.631 E 382
240 R 1120/-
FT/RT:10(0)/10(10)
HORZ(LL): 0.063 L -
L 1135 !- /-
/-
/- A
Plate Type(s):
HORZ(TL): 0.087 L
R Brg Width = 7.5
Min Req = 1.5
WAVE, HS
Creep Factor: 2.0
L Brg Width = -
Min Req = -
Max TC CSI: 0.934
Bearing R is a rigid surface.
Max BC CSI: 0.839
Bearing R requires a seat plate.
Max Web CSI: 0.781
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
Wgt: 110.6 Ibs
A- B 1 0
F- G
0 -4538
VIEW Ver. 19.01.00A.0618.16
B- C 0 -3514
G- H
0 -4538
C -D 0-3514
H - 1
0 -3510
D- E 0- 4540
I- J
0- 3510
E-F 0 -4549
J -K
3 0
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
R- Q 2030 0
O- N
4549 0
Q- P 4338 0
N- M
4346 0
P- O 4338 0
M- L
2028 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
S-T 0 -4
F-N
51 -437
A-R 0 -110
N-H
691 -121
R- B 0- 2255
H- M
0 - 925
B-Q 1641 0
1 - M
0 -258
C- Q 0- 258
M- J
1638 0
Q-D 0 -911
J -L
0 -2255
D-O 663 -124
L-K
0 -15
O-E 37 -366
K-L
0 -114
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER') ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineeri
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
Conwinhf n 2f)1E A-1 Rnnf Tnieo - Renmdnrtinn of this donnmont in anv form is nrnhihitnti without tho written n"nni-ion of A-1 Roof Tnic¢
Rama Pranav Mstam, P.E.
1188906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
ARMSSMB
H
FL03GE SY42 1 1
(TYP)
(- 1'3n4 ,-f — 27"4 -1 1 V11 "4 1274
2547
1112X4 =3X3 =3X3 1112X4
A B C D E F G H I J K
Loading Criteria (psi) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5.00 Category: NA
EXP: NAKzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL: NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP #2
Bot chord 4x2 SP #2
Webs 4x2 SP #3
.END
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 12.38
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Additional Notes
Truss must be installed as shown with top chord up.
L
;R)
E REQ.
Code / Misc Criteria
Defl/CSl Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.006 J 999 360
Loc R+ / R- / Rh / Rw / U i RL
V* 216/-
Rep Factors Used: No
VERT(CL): 0.008 J 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.000 K - -
L 212 /- /- /- /- A
Plate Type(s):
HORZ(TL): 0.000 K
V Brg Width = 144 Min Req = -
WAVE
Creep Factor: 2.0
L Brg Width = 7.5 Min Req = 1.5
Max TC CSI: 0.337
Bearings V & M are a rigid surface.
Max BC CSI: 0.196
Bearings V & M require a seat plate.
Max Web CSI: 0.077
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 81.2 Ibs
A-B 6 O F-G 8 0
VIEW Ver: 19.01.00A.0618.16
B- C 20 0 G- H 8 0
C-D 8 0 H-1 23 0
D-E 8 0 1-J 6 0
E-F 8 0 J -K 6 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
V-U
0
-6
Q-P
0
-8
U-T
5
0
P-O
0
-8
T-S
0
-8
O-N
4
0
S-R
0
-8
N-M
0
-6
R-Q
0
-8
M-L
0
-6
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
A-V 0 -147 L-K 0 -29
U-C 0 -36 K-L 0 -93
H-N 0 -39
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
B-U
0 -279
G-P
0
-302
C- T
0- 265
O- H
0
- 246
D- S
0- 299
N- 1
0
- 335
E-R
0 -287
J -M
0
-119
F - Q
0 - 286
-WARNING`* Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le, Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineenn
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field t188906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(;nn,nnht n 201a A-i Rnn(Tn tssa_v- R"nrndimlinn of this dncnmonf. in anv form. is nrnhihife,d vrithnnt the, wnttrn nnrmi-inn of AA Rnnf Tniet
.1,—
2508
ARIISSMBFL04
SY42
F
1
E-- 2,6" --�
(TYP)
9' 1 "8
11'8"
20' 11
=3X4
1.5X3(R) =4X8
=3X4
W=3X6
=4X8=1.5X3(R)
3"1 TA B
C D
E FG H
I J K 31
L
1.5X3(R)
=1.5X3(R)
3"1
R Q
P O
N M 3"1
=4X6
=3X12 W=H0312
=3X4 =3X4
=3X12 =4X6
SEAT PLATE REQ.
20'11"
Loading Criteria (psf) Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 40.00 Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): 0.515 F
475 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: Yes
VERT(CL): 0.649 F
377 240 S 1137/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): 0.066 M
- - M 1137
EXP: NA Kzt: NA
Des Ld: 55.00
Plate Type(s):
HORZ(TL): 0.090 M
S Brg Width = 7.5 Min Req = 1.5
Mean Height: NA ft
WAVE, HS
Creep Factor: 2.0
M Brg Width = 3.5 Min Req = 1.5
NCBCLL: 0.00 TCDL: NA sf
p
Max TC CSI: 0.931
Bearings S & M are a rigid surface.
Load Duration: 1.00 BCDL: NA psf
"
Max BC CSI: 0.846
Bearing S requires a seat plate.
Spacing: 24.0 MWFRS Parallel Dist: NA
Max Web CSI: 0,799
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: NA ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: NA
Wgt: 109.2 Ibs
I: NA GCpi: NA
A- B 1 0 F- G 0 -4675
Wind Duration: NA
VIEW Ver: 19.01.00A.0618.16
B - C 0 -3581 G - H 0 -4675
I
Lumber
C- D 0 -3581 H -1 0 -3580
D - E 0 -4675 I - J -3580
Top chord 4x2 SP M-30 T2 4x2 SP #2;
E- F 0 -4685 J- K 1 1 0
Bot chord 4x2 SP M-30
Webs 4x2 SP #3
.END
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Plating Notes
S- R 2063 0 P- O 4685 0
All plates are 1.5X3 except as noted.
R - Q 4441 0 O - N 4444 0
Q- P 4441 0 N- M 2064 0
Purlins
In lieu of structural panels or rigid ceiling use purlins
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)
BC 120 0.25 20.67
T - U 0 - 4 F - O 26 - 383
Apply purlins to any chords above or below fillers
A - S 0 -110 O - H 699 -106
at 24" OC unless shown otherwise above.
S - B 0 -2292 H - N 0 -956
Deflection
B- R 1678 0 1- N 0 - 257
C - R 0 -25N - J 1676 0
Max JT VERT DEFL: LL: 0.51" DL: 0.26".
R- D 0- 951
1 J- M 0- 2293
Additional Notes
D - P 705 -106 K - M 0 -110
P-E 25 -388 L-V 0 -4
Truss must be installed as shown with top chord up.
.'WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
Cnnvrinht n 2Ma A-1 Rnnf TnittP_v — Ranrnrinrfinn o(fhia AnrumPnt. in anv form. is nmhihiloA without ihn writton nvnniztinn of A-1 Rnnf Tni .,
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
"YP, �.0y �y wf � uww
ARMSSMB FL05 SY42 6 1r 1 2551
�— — 2'6"
(TYP)
9' 1 "8 11'8" --^{
=3X4
=1.5X3(R) =4X8 =3X4 W=3X6
3"1 TA B C D E FG H
a=1.5X3(R)
31 R Q P O
=4X6 =3X12 W=H0312 =3X4 =3X4
SEAT PLATE REQ.
Loading Criteria (psf) Wind Criteria
TCLL: 40.00 Wind Std: NA
TCDL: 10.00 Speed: NA mph
BCLL: 0.00 Enclosure: NA
BCDL: 5.00 Category: NA
EXP: NAKzt: NA
Des Ld: 55.00 Mean Height: NA ft
NCBCLL: 0.00 TCDL• NA psf
Load Duration: 1.00 BCDL: NA psf
Spacing: 24.0 " MWFRS Parallel Dist: NA
C&C Dist a: NA ft
Loc. from endwall: NA
I: NA GCpi: NA
Wind Duration: NA
Lumber
Top chord 4x2 SP M-30 T2 4x2 SP 42;
Bot chord 4x2 SP M-30
Webs 4x2 SP #3
.END
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.25 20.67
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Deflection
Max JT VERT DEFL: LL: 0.51" DL: 0.26".
Additional Notes
Truss must be installed as shown with top chord up.
20'11"
— 20'11"
=4X8
I J
N
=3X12
1.5X3(R)
K
L 3„1
1.5X3(R)
3"1
M
SEAT PLATE REQ.
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.515 F 475 360
Loc R+ ! R- / Rh / Rw / U / RL
Rep Factors Used: Yes
VERT(CL): 0.649 F 377 240
S 1137 !- !- /- /- A
FT/RT:10(0)/10(10)
HORZ(LL): 0.066 M - -
M 1137 A A /- /- A
Plate Type(s):
HORZ(TL): 0.090 M - -
S Brg Width = 7.5 Min Req = 1.5
WAVE, HS
Creep Factor: 2.0
= 7.5 Min Re 1.5
g Width M Br Wi q =
Max TC CSI: 0.931
Bearings S & M are a rigid surface.
Max BC CSI: 0.845
Bearings S & M require a seat plate.
Max Web CSI: 0.799
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 109.2 Ibs
A-B 1 0 F-G 0 -4675
VIEW Ver: 20.01.01A.0724.11
B- C 0 -3581 G- H 0 -4675
C- D 0- 3581 H -1 0- 3580
D- E 0-4675 1- J 0 -3580
E-F 0-4685 J -K 1 0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
S- R 2063 0 P- O 4685 0
R- Q 4441 0 O- N 4444 0
Q- P 4441 0 N- M 2064 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
T-U 0 -4 F-O 26 -383
A-S 0 -110 O-H 699 -106
S- B 0- 2292 H- N 0 - 956
B- R 1678 0 1- N 0 - 257
C- R 0- 259 N- J 1676 0
R- D 0- 951 J- M 0- 2293
D-P 705 -106 K-M 0 -110
P-E 25 -388 L-V 0 -4
`"WARNING`" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam. P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
(:nnvnnht (2016 A-1 Rnnf Tmesrs — Ranrnd-Aion of this dncnmantin anv fnnn. is nrnhihr1.d withnnt the writ.. nnnniscinn of A-1 Rnnf Tnicsae.
ARI ISSMB
FL07GE SY42
(TYP)
W=3X6
=1.5X3(R) =3X3
3"1 AD AB C DE F
a=1.5X3AA(RR�
3"1
20'4"12
G H I J K
AB AA Z Y X W V
=3X3
SEAT PLATE REQ.
20'11"
U TS
W=3X6
2548
1.5X3(R)
L MN
0
3"1
1.5X3(R) AF
3"1
P
R Q
SEAT PLATE REQ.
Loading Criteria (psi) Wind Criteria
Code / Misc Criteria
Deft/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TOLL: 40.00 Wind Std: NA
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 10.00 Speed: NA mph
TPI Std: 2014
VERT(LL): -0.002 N 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: NA
Rep Factors Used: Yes
VERT(CL): -0.002 N 999 240
AC*106/-
BCDL: 5.00 Category: NA
FT/RT:10(0)/10(10)
HORZ(LL): -0.000 B - -
P 127
EXP: NAKzt: NA
Plate Type(s):
HORZ(TL): 0.000 B
AC Brg Width = 243 Min Req = -
Des Ld: 55.00 Mean Height: NA ft
WAVE
Creep Factor: 2.0
P Brg Width = 7.5 Min Req = 1.5
NCBCLL: 0.00 TCDL: NA sf
p
Max TC CSI: 0.208
Bearings AC & Q are a rigid surface.
Load Duration: 1.00 BCDL: NA psf
"
Max BC CSI: 0.056
Bearings AC & Q require a seat plate.
Spacing: 24.0 MWFRS Parallel Dist: NA
Max Web CSI: 0.050
Maximum Top Chord Forces Per Ply (Ibs)
C&C Dist a: NA ft
Chords Tens.Comp. Chords Tens. Comp.
Loc. from endwall: NA
Wgt: 102.2 Ibs
I: NA GCpi: NA
A- B 1 0 H- 1 1 0
Wind Duration: NA
VIEW Ver: 20.01.01A.0724.11
B- C 1 0 1-1 1 0
Lumber
C- D 11 0 J- K 1 0
D- E 1 0 K- L 1 0
Top chord 4x2 SP #2
E- F 1 0 L- M 1 0
Bot chord 4x2 SP #2
F- G 1 0 M- N 1 0
Webs 4x2 SP #3
G-H 1 0
.END
Plating Notes
Maximum Bot Chord Forces Per Ply (Ibs)
All plates are 1.5X3 except as noted.
Chords Tens.Comp. Chords Tens. Comp.
AC -AB 0 -1 V - U 0 -1
Puriins
AB -AA 0 -1 U - T 0 -1
In lieu of structural panels or rigid ceiling use puriins
AA- Z 9 0 T - S 0 -1
to laterally brace chords as follows:
Z - Y 0 -1 S - R 0 1
Chord Spacing(in oc) Start(ft) End(ft)
Y- X 0 1 R- Q 0 1
BC 120 0.25 20.67
X - W 0 1 Q - P 0 1
Apply puriins to any chords above or below fillers
W - V 0 1
at 24" OC unless shown otherwise above.
Additional Notes
Maximum Web Forces Per Ply (Ibs)
Truss must be installed as shown with top chord up.
Webs Tens.Comp. Webs Tens. Comp.
AD-AE 0 0 N- P 38 0
A -AC 76 0 O -AF 0 -1
AA- D 0 - 24
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
B -AB 0- 203 1- V 0 - 200
C -AA 0- 205 J- U 0 - 201
D-Z 0 -185 K-S 0 -196
F-Y 0 -205 L-R 0 -216
G-X 0 -199 M-Q 0 -158
H - W 0 - 200
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvdnht n 201E A-1 Rnnf Tmsw..¢ - Renrndnntinn of this dnfAlment. in anv fnnn. is nrnhihited withniR the written nermis[inn of A-1 Rnnf Tnieses
ARMSSMB
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r 1671
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Code / Misc Criteria
Code: FBC 2017 RES
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Fasten rated sheathing to one face of this frame.
Plating Notes
All plates are 1.5X3 except as noted.
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 16.25 25.28
BC 120 0.00 25.28
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/#
Gravity
Non -Gravity
VERT(LL): -0.010 AE 999 36
Loc R+ / R- / Rh
/ Rw / U
/ RL
VERT(CL): -0.014 AE 999 24
AF 201 /- !-
1165 /105
/455
HORZ(LL): -0,036 C - -
R* 80 /- /-
/48 /30
/-
HORZ(TL): 0.042 C
Wind reactions based on
MWFRS
Creep Factor: 2.0
AF Brg Width = 7.4
Min Req = 1.5
Max TC CSI: 0.307
R Brg Width = 295
Min Req = -
Max BC CSI: 0.178
Bearings AF & AE are a rigid surface.
Max Web CSI: 0.246
Bearings AF & AE require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:249.2lbs
Chords Tens.Comp.
Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 43 0
1-1 524
-108
B - C 149 - 62
J - K 601
-122
C-D 173 -48
K-L 541
-108
D - E 260 - 66
L - M 571
-109
E - F 320 - 75
M - N 571
-109
F-G 381 -86
N-O 571
-109
G - H 388 - 80
O - P 571
-109
H-1 456 -97
P-Q 1
0
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
AF-AE
122 - 599
Y - X
1
-2
AE-AD
1
-3
X-W
1
-2
AD -AC
1
-2
W - V
1
-2
AC -AB
1
-2
V - U
1
-2
AB -AA
1
-2
U-T
1
-2
AA-Z
1
-2
T-S
1
-2
Z-Y
1
-2
S-R
0
-1
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AE-AG
126 -630
AR -AS
117
-610
AG-AH
131 -645
AS- X
226
-125
AH-AD
253 -187
AT -AU
116
- 609
AI-AJ
122 -619
AU- W
6
-133
AJ-AC
91 -105
AV-AW
116
- 608
AK -AL
123 -626
AW- V
62
-129
AL -AB
147 -127
AX-AY
116
- 611
AM -AN
121 -619
AY- U
111
-124
AN -AA
138 -124
AZ -BA
115
- 606
AO -AP
119 - 615
BA- T
106
-126
AP-AQ
119 - 615
BB -BC
118
- 617
AQ- Z
145 -124
BC- P
60
- 325
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.COmD. Gables Tens. Com
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kdstam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convdnht * Mifi AA Ronf Tn.--- Ranmdnntinn of this dnnnment in anv fnnn. is nrnhihited Alhnnt the wnitnn nanniaeinn of A-1 Rnnf Tni<aes.
i t UOJ i t UJJ I yL1C t,1ty riy
Uy/ I r/LULU
2689
A01 GE GABL 1 1
AF- B
365 - 204
J -AT
235
-123
C -AG
55 - 53
K -AV
8
-135
D -AI
189 -152
M -AX
66
-130
E -AK
119 -114
N -AZ
98
-122
F -AM
140 -124
O -BB
146
-136
H -AO
137 -123
BC- S
271
-107
1-AR
137 -123
Q - R
58
-28
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Krislam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-I.
r;nnvdnht n 201fi A-1 Rnnf Tniasr-¢ - Ran d-jinn of this d—menf in anv formis nmhihitnd vAfhnut tha wnftan nannisainn of AA Rnnf Tnieaaa
ARMSSMB
A02 I GOMN
2743
el F
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
i 12'1
14'6'4 10'6' ---+1
SEAT PLATE REQ.
2572 12-5.12 -�
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.79 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.OE T3,T4 2x4 SP M-30;
T5 2x4 SP #2;
Bot chord 2x4 SP #2 B2 2x4 SP M-30;
Webs 2x4 SP #3
25'3'6 1218' 1, 4
3T1 V6
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.143 C 999 360
VERT(CL): 0.298 C 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
Q 902 /- /- /526 /185
/450
FT/RT:10(0)/10(10)
HORZ(LL): 0.063 C
- -
N
2363 /- /-
/1588 /853
/-
Plate Type(s):
HORZ(TL): 0.130 C
K
311 /-214 /-
/248 /186
!-
WAVE
Creep Factor: 2.0
Wind
reactions based on MWFRS
Max TC CSI: 0.700
O
Brg Width = 7.4
Min Req = 1.5
Max BC CSI: 0.984
N
Brg Width = 3.5
Min Req = 2.8
Max Web CSI: 0.846
K
Brg Width = 3.5
Min Req = 1.5
Bracing
(a) Continuous lateral restraint equally spaced on member.
Plating Notes
(**) 1 plate(s) require special positioning. Refer to scaled plate plot details for
special positioning requirements.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 69 0.20 25.28
BC 69 25.28 37.91
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Additional Notes
Negative reaction(s) of -214# MAX. from a non -wind load case requires uplift
connection. See Maximum Reactions.
Shim all supports to solid bearing.
Bearings O, IN, & K are a ngld surface.
Wgt: 201.6 Ibs Bearing O requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16 I Chords Tens.Comp. Chords
Tens, Comp.
A- B 40 0 G- H
1824 -1048
B - C 1271 -= H - 1
1656 - 754
C - D 376 - 854 I - J
831 - 274
D - E 394 - 829 J - K
758 - 301
E-F 414 -729 K-L
35 0
F - G 1685 -1065
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
N - M 803 - 935 M - K 370 - 646
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - O
753 - 797
R - F
650
-188
B - P
2044 - 982
R - N
698
- 448
O - P
295 - 535
F - N
1528
- 2104
P - C
238 -86
N - H
675
-487
P - Q
2022 -1580
N -1
957
-1658
C - R
1087 -1270
I - M
577
- 400
Q - R
2070 -1572
M - J
466
- 362
*'WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvrinht C) 2n16 A-1 Rnnf TmssP_v - Renrndimlinn of this d--nnt in anv f rrn. is nmhihitnd wllhnnt the written nnrtnis.,inn of A-1 Rnnf Tnc .,
��'
ARMSSMB A02GE I GABL�'~y 1 1,1,Y .......... 2704
10'6" 10'6"14
- H=3X4
=3X6
21'8"5
Loading Criteria (psf)
Wind Criteria
Code / Misc Criteria
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
TCDL: 10.00
Speed: 160 mph
TPI Std: 2014
VERT(LL): 0.006 N 999 36
BCLL: 0.00
Enclosure: Closed
Rep Factors Used: Yes
VERT(CL): 0.012 N 999 241
BCDL: 10.00
Risk Category: II
FT/RT:10(0)/10(10)
HORZ(LL): -0.003 E -
EXP: B Kzt: NA
Plate Type(s):
HORZ(TL): 0.003 E
Des Ld: 40.00
Mean Height: 25.00 ft
WAVE
NCBCLL: 10.00
TCDL: 5.0 psf
Creep Factor: 2.0
Load Duration: 1.25
BCDL: 5.0 psf
Max TC CSI: 0.256
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
Max BC CSI: 0.124
C&C Dist a: 3.00 ft
Max Web CSI: 0.070
Loc. from endwall: Any
Wgt: 107.8 Ibs
GCpi: 0.18
VIEW Ver: 19.01.00A.0618.16
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 21.69
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member
design.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Z-7
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 86 /- /- /44 /32 /8
Wind reactions based on MWFRS
B Erg Width = 260 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 G-H 186 -25
B-C 62 -165 H - 1 185 -23
C-D 66 -118 I-J 130 -22
D - E 53 -49 J - K 53 -37
E - F 109 - 32 K - L 53 - 59
F-G 188 -21 L-M 78 -142
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - W
232
- 89
R - Q
205
- 70
W - V
239
- 91
Q - P
204
- 69
V - U
243
- 94
P - O
201
- 68
U - T
246
- 95
O - N
198
- 66
T - S
250
- 96
N - M
187
- 62
S - R
251
- 97
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
C-W
102 -87
Q-1
179
-130
D-V
145 -128
P-J
175
-126
E-U
134 -123
O-K
118
-102
F - T
228 -121
N - L
266
-187
G-S
51 -136
*`WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn
responsibility for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mstam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI.1.
C;nnvdnht n 2nie A-t Rnnf Tnts. P_ — Renrndnnlinn of thie dnniment. in anv form. is nmhihiied withmrt ihe. wdHe.n nermissinn of A-1 Rnnf Tmcse�.
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ARMSSMB I B01 � SPEC (8" 1 I V✓ �V�V }
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 "
16'1 V14
SEAT LPLATE REQ.
C 16'11"14
1-1-6-3 1616"6
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL• 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0,18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP 2400f-2.OE T2 2x4 SP #2;
Bot chord 2x4 SP #2 B2 2x4 SP M-30;
Webs 2x4 SP #3
Rt Bearing Leg: 2x6 SP #2;
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Bracing
(a) Continuous lateral restraint equally spaced on member.
Puriins
In lieu of structural panels or rigid ceiling use puriins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.20 16.53
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.087 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
1 810 /- /- /518 /171 /473
VERT(CL): 0.178 C 999 240
HORZ(LL): 0.033 H - -
F 688 /- !- /490 /398 /-
HORZ(TL): 0.067 H
Wind reactions based on MWFRS
Creep Factor: 2.0
1 Brg Width = 7.4 Min Req = 1.5
Max TC CSI: 0.676
F Brg Width = 1.5 Min Req = 1.5
Max BC CSI: 0.623
Bearings I & F are a rigid surface.
Max Web CSI: 0.726
Bearing I requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:95.9lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver. 19.01.00A.0618.16
A - B 40 0 C - D 5 - 317
B - C 970 -1860 D - E 41 - 289
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
I - H 133 - 653 H - G 1711 -1468
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
B - I 658 - 713 C - G 1167 -1407
B - H 1665 - 755 F - G 515 - 350
H - C 235 - 25 E - F 1950 -1594
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
(:nnvdnhtnc 201E A-1 Ronf Tniz a.s — Renroduntinn of this dnraiment. in anv form. is nrohihitnd without the written nnnnieeinn of A-1 Rnnf Tnic�es.
III
ARMSSMB B02GE
GABL I 1 1
2695
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10,00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3 M10
2x4 SP M-30;
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in
oc) Start(ft) End(ft)
BC 104
0.00 16.95
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
Shim all supports to solid bearing.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): -0.021 C 999 36
VERT(CL): -0.028 C 999 24
HORZ(LL): -0.031 C -
HORZ(TL): 0.037 C
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.975
Max Web CSI: 0.186
Wgt: 165.2 Ibs
VIEW Ver: 19.01.00A.0618.16
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
N* 88 /- /- /59
/34
/28
Wind reactions based on MWFRS
N Brg Width = 203 Min Req = -
Bearing X is a rigid surface.
Bearing X requires a seat plate.
Maximum Top Chord Forces Per
Ply (Ibs)
Chords Tens.Comp. Chords
Tens.
Comp.
A-13 47 0 G- H
55
- 331
B - C 72 - 543 H - 1
44
- 265
C - D 99 - 577 I - J
33
-199
D-E 72 -451 J -K
23
-108
E-F 67 -404 K-L
9
-19
F - G 45 - 334
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
X-W
62 -3
S-R
2
0
W-V
667 -128
R-Q
2
0
V-U
668 -128
Q-P
2
0
U-T
668 -128
P-O
2
0
T-S
668 -128
O-N
2
0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
B - Y
626 -132
AF-AG
13
-24
W - Y
139 - 616
AG- R
138
-124
Y-Z
35 -90
AH-AI
9
-21
Z - V
492 -183
AI- Q
140
-124
AA -AB
19 -14
AJ-AK
6
-17
AB- U
28 -106
AK- P
195
-131
AC -AD
18 -33
AL -AM
2
-11
AD- T
157 -127
AM- O
180
- 95
AE-AF
13 -24
AN-M
2
-10
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp
X- B
63 -224
1-AJ
138
-123
Y - C
33 -131
J -AL
191
-129
D -AA
289 -152
K -AN
186
- 98
E -AC
89 -114
M - L
40
- 21
F -AE
145 -124
M - N
48
-24
H -AH
138 -123
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TOD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any Feld # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BBC]) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Cnnvnnhf (c 2016 A-1 in anv fnnn. iz nrnhibifnn withnnr the written nannitsion of A-1 Rnnf T.—c
C01 I HIPS
1.y 1 y
fi_ 2562
Loading Criteria (psf)
TOLL: 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 "
258# 1# 191# 197 258#
r 7'0"12 - 2' 19-1 4 2' t 7'0"12
1' 1 5"9 ,i
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30 T2 2x6 SP 2400f-2.OE;
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TO: From 62 pif at -1.46 to 62 pif at
7.00
TO: From 31 pif at 7.00 to 31 plf at
14.00
TO: From 62 plf at 14.00 to 62 plf at
22.46
BC: From 20 plf at 0.00 to 20 pif at
7.00
BC: From 10 pif at 7.00 to 10 plf at
14.00
BC: From 20 plf at 14.00 to 20 plf at
21.00
TO: 258 lb Conc. Load at 7.06,13.94
TO: 191 lb Conc. Load at 9.06,10.50,11.94
BC: 509 lb Conc. Load at 7.00,14.00
BC: 131 lb Conc. Load at 9.06,10.50,11.94
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TO 24 7.00 14.00
BC 79 0.04 20.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
06X6 "X6
C D
20'11"
r- 2 0"12 1,
5"4 174 2 0"12 -�
509# 131 131# 131 509#
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Varies by Ld
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.101 H 999 36
,*-RT(CL): 0.201 H 999 24
HORZ(LL): 0.041 G -
HORZ(TL): 0.082 G
Creep Factor: 2.0
Max TO CSI: 0.443
Max BC CSI: 0.993
Max Web CSI: 0.321
Wgt: 94.5 Ibs
VIEW Ver: 20.01.01A.0724.11
1'5"9
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 2058 /- /-
/- /888 /-
E 2058 /- /-
/- /888 /-
Wind reactions based on MWFRS
B Big Width = 3.5
Min Req = 1.7
E Big Width = 3.5
Min Req = 1.7
Bearings B & E are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A - B 39 - 26
D - E 1685 - 3948
B - C 1685 - 3952
E - F 39 - 26
C - D 1462 - 3462
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 3465 -1462 G - E 3462 -1462
H - G 3430 -1460
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
H - C 834 - 58 D - G 844 - 58
C-G 35 -3
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristen, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St, Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
Convnnht 0 2 1r A-1 Rnnf Tnicans - Rnnmduntinn of this don rnent in nnv Monis nrohihifnd withnut the written rw msion of A-1 Rnnf Tnixses.
_' 1 AR'MSSM13
CO2
iivao iyp,
HIPS
2710
M
_O
V
4:3
1'5"9
i 9'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 10.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: 11
EXP: B Kzt: NA
Des Ld: 40.00
Mean Height: 25.00 ft
NCBCLL: 10.00
TCDL: 5.0 psf
Load Duration: 1.25
BCDL: 5.0 psf
Spacing: 24.0 "
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
TC 24 9.00 12.00
BC 120 0.04 20.96
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
3'
a5X6 1112X4 =5X6
D E F
20'11"
21'
9'
1'5"9
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Sid: 2014
VERT(LL): 0.073 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 952 /- /- /572 /372 /161
Rep Factors Used: Yes
VERT(CL): 0.146 J 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.023 C -
H 952 /- /- /572 /372 /-
Plate Type(s):
HORZ(TL): 0.045 C
Wind reactions based on MWFRS
WAVE
Creep Factor: 2.0
B Brg Width = 3.5 Min Req = 1.5
Max TC CSI: 0.741
H Brg Width = 3.5 Min Req = 1.5
Max BC CSI: 0.682
Bearings B & H are a rigid surface.
Max Web CSI: 0.233
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wgt: 92.4 Ibs
A- B 39 0 E- F 444 - 948
VIEW Ver: 19.01.00A.0618.16
B - C 554 -1371 F - G 473 -1092
C - D 473 -1092 G - H 554 -1371
D- E 444 - 948 H- I 39 0
Wind
Wind loads based on MWFRS with additional C&C member design.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - J 1157 - 356 J - H 1157 - 368
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-J 251 -310 J-G 251 -310
E - J 613 - 227
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing JDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Krislam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 488906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms areas defined in TPI-1.
(:nnwinht n 20tfi A-i Rnnf Tmsses — RenrnAurtinn of This Anniment in anv form. i.e nrohihitarl Wihout the written nermincion of A-1 Ronf Tninses
ARMSSMB
"rr�
CO3 COMN
10 I r1y
2752
,t:
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 42
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 120 0.04 20.81
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
10'6" i 10'5"8
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
D=4X4
=DAD
`zf1in
20'1 V8
Dell/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 G 999 36
VERT(CL): 0.081 G 999 24
HORZ(LL): 0.016 G -
HORZ(TL): 0.033 G
Creep Factor: 2.0
Max TC CSI: 0.426
Max BC CSI: 0.630
Max Web CSI: 0.250
Wgt: 93.8 Ibs
VIEW Ver: 19.01.00A.0618.16
3X4(A1) 1
y'7
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 949 /- /-
/565 /190 /164
F 864 /- /-
/485 /163 /-
Wind reactions based on
MWFRS
B Big Width = 3.5
Min Req = 1.5
F Big Width = 3.5
Min Req = 1.5
Bearings B & F are a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
A- B 39 0
D- E 438 -1072
B - C 549 -1434
E - F 568 -1426
C-D 419 -1073
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - G 1234 -415 G - F 1224 -411
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - G 278 - 389 G - E 280 - 378
D-G 631 -159
-WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the
Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field
# 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and
4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss
Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(:nnvrinht n 20ia A-1 Rnnf Tri., es — Renrndnrtinn of this d—inn nr. in anv fnrrn. is nrnhihiled withnnt tha writtan ins-i sin. of A-1 R-f Tmesat.
I
MONO
2749
Loading Criteria (pst)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
SEAT PLATE REQ.
7'10"8
�— 1'5"9 --{
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwail: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord 2x4 SP M-30
Bot chord 2x4 SP #2
Webs 2x4 SP #3
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 93 0.15 7.88
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
C
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.015 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 424 /- /- /393 /136 /236
Rep Factors Used: Yes
VERT(CL): 0.021 F 999 240
FT/RT:10(0)/10(10)
HORZ(LL): 0.008 F - -
E 219 /- !- /265 /94 /-
Plate Type(s):
HORZ(TL): 0.011 F
D 93 /- /- /48 /90 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.184
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.573
E Brg Width = - Min Req = -
Max Web CSI: 0.137
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 35.0 Ibs
Bearing B requires a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
VIEW Ver: 19.01.00A.0618.16
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 C-D 42 -135
B - C 165 - 351
Wind
Wind loads based on MWFRS with additional C&C member design.
Left bottom chord exposed to wind.
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B- F 286 -406 F- E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 462 - 324
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerm
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
(;onvnnht n 20tfi AA Roof TnicsP_s — Renroduotion of ihi[ do-mentin anv fond is nrohihited without the written nerrni-inn of A-1 Roof Tniacea.
ARMSSMB
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1 y 11y
1271,9
Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP #2
Webs 2x4 SP #3
E-1-5"9---
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: it
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 it
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Plating Notes
All plates are 1.5X3 except as noted.
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.15 8.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See STD DETAILS for gable wind bracing requirements.
F
co
LO
-v
v
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): -0.000 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 213 J- /- /157 /55 /239
VERT(CL): 0.001 E 999 240
HORZ(LL): -0.001 E -
G* 73 /- /- /49 /39 /-
HORZ(TL): 0.002 E -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.307
G Brg Width = 88.0 Min Req = -
Max BC CSI: 0.057
Bearings B & B are a rigid surface.
Max Web CSI: 0.045
Bearings B & B require a seat plate.
Maximum Top Chord Forces Per Ply (Ibs)
Wgt:40.6lbs
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A - B 39 0 D - E 29 - 202
B - C 37 - 346 E - F 23 - 64
C - D 41 - 288
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 13 -21 1 - H 3 -7
J-1 7 -12 H-G 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
F -G 119 -52
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 132 - 87 E - H 300 -139
D-I 182 -126
**WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (Le. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-I. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
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Loading Criteria (psf)
TCLL: 20.00
TCDL: 10.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 40.00
NCBCLL: 10.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord 2x4 SP #2
Bot chord 2x4 SP M-30
Webs 2x4 SP #3
N
-84 265#
1 141#y
-- 2'8"11 --{
101
E-- 1'11"13 -{ 9110"1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 0 plf at -1.98 to
61 pif at -0.10
TC:
From 2 pif at -0.10 to
2 pif at 9,84
BC:
From 2 plf at 0.00 to
2 plf at 9.84
TC:
-8 lb Conc. Load at 1.46
TC:
141 lb Conc. Load at 4.29
TC:
265 lb Conc. Load at 7.12
BC:
20 lb Conc. Load at 1.46
BC:
105 lb Conc. Load at 4.29
BC:
185 lb Conc. Load at 7.12
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 116 0.15 9.84
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Wind
Wind loads and reactions based on MWFRS.
�- 1'5"8 �-- 2'9"1529"15 -1
20# 105# 185#
Code / Misc Criteria
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Code: FBC 2017 RES
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TPI Std: 2014
VERT(LL): 0.026 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
Rep Factors Used: Varies by Ld C li�RT(CL): 0.062 F 999 240
B 360 /- /- !- /235 /-
FT/RT:10(0)/10(10)
HORZ(LL): 0.011 F - -
E 378 /- /- /- /132 /-
Plate Type(s):
HORZ(TL): 0.026 F
D 66 /- /- /- /59 /-
WAVE
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.587
B Brg Width = 4.9 Min Req = 1.5
Max BC CSI: 0.736
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.292
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Wgt: 39.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.01.01A.0724.11
A-B 19 -13 C -D 51 -69
B - C 394 - 548
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-F 538 -352 F -E 0 0
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 382 - 584
"WARNING'" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranev Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1.
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Loading Criteria (psf)
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
Purlins
4"3
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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 12 0.04 1.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
W
12 C
6[%
2X4(A1) B
�— 1, ---�
�— 1'5"9 —�
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
o IUD
9.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.346
Max BC CSI: 0.041
Max Web CSI: 0.000
Wgt: 5.6 Ibs
VIEW Ver: 19.01.00A.0618.16
i Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 198 /- /-
/177 /99 /56
D 10 /-7 /-
/19 /14 /-
C - /-21 A
/34 /35 /-
Wind reactions based on
MWFRS
B Big Width = 3.5
Min Req = 1.5
D Big Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens, Comp.
A-B 39 0
B-C 44 -24
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
"WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Mslam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
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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
T3_
4
IV
�- 1'5"9
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 36 0.04 3.00
Apply puriins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
9N
C
T
co
0
_r
r
LO
r
CV
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
B 234 /- !- /181 /87 /109
VERT(CL): NA
HORZ(LL): 0.001 D
D 53 /- 1- /29 /- 1-
HORZ(TL): 0.002 D
C 70 /- /- /39 /58 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.389
B Brg Width = 3.5 Min Req = 1.5
Max BC CSI: 0.082
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: 11.2 Ibs
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 19.01.00A.0618.16
A -B 39 0 B-C 32 -89
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
..WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOD and any field 488906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
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256P
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
T
C
115119 I_ 51 i
1
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
Purlins
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 60 0.04 5.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT.10(0)/10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.011 D
Creep Factor: 2.0
Max TC CSI: 0.344
Max BC CSI: 0.263
Max Web CSI: 0.000
Wgt: 18.2 Ibs
VIEW Ver: 20.01.01A.0724.11
1
O
ZN `—
I In
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 308 /- /- /224 /99 /161
D 92 /- /- /50 /- /-
C 133 /- /- /79 /108 /-
Wind reactions based on MWFRS
B Brg Width = 3.5 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
A-B 39 0 B-C 59 -108
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B-D 0 0
..WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedri
responsibility for the design of the single Truss depicted on the TDD only, under TPI-i. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pmnav KNstam, P.E.
responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI.1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
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—y y
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2554
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
Purlins
T
115n9 + 7'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: B Kzt: NA
Mean Height: 25.00 ft
TCDL: 5.0 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50
GCpi: 0.18
Wind Duration: 1.60
In lieu of structural panels or rigid ceiling use purlins
to laterally brace chords as follows:
Chord Spacing(in oc) Start(ft) End(ft)
BC 75 0.04 7.00
Apply purlins to any chords above or below fillers
at 24" OC unless shown otherwise above.
Code / Misc Criteria
Code: FBC 2017 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:10(0)!10(10)
Plate Type(s):
WAVE
Wind
Wind loads based on MWFRS with additional C&C member design.
Deft/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.034 D
Creep Factor: 2.0
Max TC CSI: 0.744
Max BC CSI: 0.533
Max Web CSI: 0.000
Wgt: 23.8 Ibs
VIEW Ver: 20.01.01A.0724.11
C
A Maximum Reactions (Ibs)
Gravity
Loc R+ / R- / Rh
Non -Gravity
/Rw /U IRL
B 386 /- /- /271 /114 /213
D 131 !- /- /74 /- /-
C 191 A /- /116 /155 /-
Wind reactions based on MWFRS
B Brg Width = 3.5 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp, Chords Tens. Comp.
A-B 39 0 B-C 86 -138
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B -D 0 0
*'WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form.
Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine
connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin
responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Rama Pranav Kristam, P.E.
responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 88906
use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201
guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Fort Pierce, FL 34946
Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the
Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1.
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JUNE 20, 2019
TYPICAL HIP / KING JACK CONNECTION I STDTL01
'A
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
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.
Attach End Jack's
w/ (4) 16d Toe Nails @ TC
& (3) 16d Toe Nails @ BC
Attach King Jack w/ (3) 16d Toe
,Nails @ TC & BC
Attach Corner Jack's
w/ (2) 16d Toe Nails @ TIC &
2E BC (Typ)
0
—1
r1- %M
ttach Corner Jack's
il (2) 16d Toe Nails
@ TC & BC (Typ)
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 ALTERNATE GABLE END BRACING DETAIL
STDTL03
ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD
HORIZONTAL BRACE
(SEE SECTION A -A)
TRUSSSES
24. O.C.
A-1 ROOF TRUSSES
4451 ST. LUCIE SLVD.
-
FORT PIERCE, FL 34948
772-409-1010
1'-3'MAX.
\
DIAG. BRACE
AT 1/3 POINTS
IF NEEDED
IT IS THE RESPONSIBILITY OF THE BLDG.
DESIGNER OR THE PROJECT ENGINEER/ARCHITECT
\
TO DESIGN THE CEILING DIAPHRAGM AND ITS
ATTACHMENT TO THE TRUSSES TO RESIST ALL
OUT OF PLANE LOADS THAT MAY RESULT FROM
THE BRACING OF THE GABLE ENDS.
END WALL
2X6 DIAGONAL BRACE SPACED 4B'
O.C. ATTACHED TO VERTICAL WITH
(4) - 16d NAILS, AND ATTACHED TO
BLOCKING WITH (5) - 10d COMMONS.
NAIL DIAGONAL BRACE TO
PURLIN WITH TWO 16d NAILS.
2X4 PURLIN FASTENED TO FOUR
TRUSSES WITH (2) - 16d NAILS
EACH. FASTEN PURLIN TO BLOCKING
W/ (2) - 16d NAILS (MIN.).
PROVIDE 2X4 BLOCKING BETWEEN
THE TRUSSES SUPPORTING THE
BRACE AND THE TWO TRUSSES ON
EITHER SIDE AS NOTED, TOENAIL
BLOCKING TO TRUSSES WITH (2) -
10d NAILS AT EACH END. ATTACH
DIAGONAL BRACE TO BLOCKING WITH
(5) - 10d COMMON WIRE NAILS.
CEILING SHEATHING
BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES
STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED:
METHOD 1: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE
OF THE STRUCTURAL GABLE AND FASTEN PER THE
FOLLOWING NAIL SCHEDULE.
METHOD 2: ATTACH 2X_ SCABS TO THE FACE OF EACH VERTICAL
MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING
NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONG
SIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICAL
NAILING SCHEDULE:
- FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE
7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131'
X 3') NAILS SPACED 6' O.C.
- FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150
MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d
(.131'X3') NAILS SPACED 6' O.C. (2X4 STUDS MINIMUM).
STRUCTURAL/
GABLE TRUSS
MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI
BRACING METHODS SHOWN ON PAGE 1 ARE VALID
AND ARE TO BE FASTENED TO THE SCABS OR
VERTICAL STUDS OF THE STANDARD GABLE TRUSS
ON THE INTERIOR SIDE OF THE STRUCTURE.
NOTE: THIS DETAIL IS TO BE USED ONLY FOR
STRUCTURAL GABLES WITH INLAYED /
STUDS. TRUSSES WITHOUT INLAYED
\S ARE NOT ADDRESSED HERE. /
STANDARD GABLE /
TRUSS /
UKAL
TRUSS
_ STUD
AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING
MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF
THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.
THE BRACING SHOWN IN THIS DETAIL IS FOR
VERTICAL/STUDS ONLY.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
12/23/19 PIGGY -BACK TRUSS STDTL04.1
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772-409.1010
PIGGY -BACK DETAIL (TYPICAL)
180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
OR...
160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-10, PARTIALLY ENCLOSED BLDG.
LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00.
IMPORTANT NOTE:
TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY
BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL
PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY
RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS.
MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C.
DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA,
STEEPLE, CHIMNEY OR DRAG STRUT LOADS.
"REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE
TRUSS SPECIFICATIONS."
PIGGY -BACK TRUSS. (REFER
TO ACTUAL TRUSS DESIGN
DRAWINGS FOR ADDITIONAL
INFORMATION.)
2'-0"
MAX
OPTION NO. 1 - TEE-LOK
3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED
AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO
PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM
EACH FACE AND NAILED TO BASE TRUSS WITH 4 EACH
6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE
MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8"
TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2
PLATES).
OPTION NO.2 - APA RATED GUSSET:
8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS
EACH FACE. ATTACH AT 8'-0" O.C. w/ 8 (EACH) 6d
COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EACH) AT
CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP
CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C.
FRONT TO BACK FACES. MINIMUM TWO (2 EA.)
CONNECTIONS AT EACH TRUSS.
OPTION NO. 3 - 2X4 VERTICAL WOOD SCAB:
2X4 SPF 42, FULL CHORD DEPTH SCABS AT EACH FACE.
ATTACH AT 8'-0" O.C. w/6 (EACH) 1 Od BOX NAILS (0.128"
x 3") PER SCAB: 3 (EACH) AT CAP BOTTOM CHORD AND
3 (EACH) AT BASE TRUSS TOP CHORD. SCABS MAY BE
STAGGERED 4'-0" O.C. FRONT TO BACK FACES.
MINIMUM TWO (2 EA.) CONNECTIONS AT EACH TRUSS.
OPTION #1: TEE-LOK MULTI -USE
CONNECTION PLATE.
OPTION #2: APA RATED GUSSET.
OPTION #3: 2X4 VERT. SCAB.
ATTACH EACH PURLIN TO TOP
CHORD OF BASE TRUSS. PURLIN
& CONNECTIONS BY OTHERS.
BASE TRUSS. (REFER TO TRUSS
DESIGN DRAWINGS FOR
ADDITIONAL INFORMATION.)
PURLINS SPACED ACCORDING
TO MAX. SPACING OF TOP
CHORD OF BASE TRUSS.
SPACING IS NOT TO EXCEED 24"
O.C. & PURLINS TO BE LOCATED
AT JOINT OF EACH BASE TRUSS.
** IMPORTANT NOTE **
THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES
SPACED AT 24" O.C. OR LESS.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
JULY 17, 2017 I TRUSSED VALLEY SET DETAIL - SHEATHED I STDTL05
GENERAL SPECIFICATIONS:
.W
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 4.5" SDS25412 SIMPSON OR
EQUIVALENT.
3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES.
4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND
SECURE TO BASE TRUSSES AS PER DETAIL "A".
rw
5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE
INDIVIDUAL DESIGN DRAWINGS.
A-1 ROOF TRUSSES 6. NAILING DONE PER NDS - 01.
4451 ST. LUCIE BLVD, GABLE END, COMMON 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
FORT PIERCE, FL 34946 TRUSS, OR GIRDER
772-409-1010 TRUSS
VALLEY T(TYPRCUS J/ AL) 11 II I ti () II II 'iASE TR; SSES
-t tNU, I,VMMVr4
3S, OR GIRDER TRUSS
TRUSS CRITERIA:
SECURE VALLEY TRUSS
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
W/ ONE ROW OF 10d
WIND DESIGN PER ASCE 7-10: 170 MPH
NAILS 6" O.C.
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3112 MAXIMUM 6/12
CATERGORY 11 BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
MAX TOP CHORD TOTAL LOAD = 50 PSF
ATTACH 2X4 CONTINUOUS #2 MAX SPACING = 24" O.C. (BASE AND VALLEY)
SYP TO THE ROOF W/ TWO MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
SIMPSON SDS25412 (1/4" X 4.5")
OR EQUIVALENT WOOD SCREWS
INTO EACH BASE TRUSS.
»IMAM
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 5, 2018 1 TRUSSED VALLEY SET DETAIL
a %
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
SECURE
W/(
VALLEY TRUSS
(TYPICAL)
GABLE END, COMMON
TRUSS, OR GIRDER
TRUSS
(NO SHEATHING) N.T.S.
GENERAL SPECIFICATIONS:
1. NAIL SIZE = 3" X 0.131" = 10d
2. WOOD SCREW = 3" SDS25300 SIMPSON OR EQUIVALENT.
3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE PER DETAIL
"A"
4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN
DRAWINGS.
5. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EQUIVALENT
TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING.
6. NAILING DONE PER NDS - 01.
7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C.
BASE TRUSSES
WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH
WIND DESIGN PER ASCE 7-10: 170 MPH
MAX MEAN ROOF HEIGHT = 30 FEET
ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12
CATERGORY II BUILDING
EXPOSURE C
WIND DURATION OF LOAD INCREASE: 1.60
ATTACH 2X4 CONTINUOUS #2
MAX TOP CHORD TOTAL LOAD = 50 PSF
SYP TO THE ROOF W/ TWO
MAX SPACING = 24" O.C. (BASE AND VALLEY)
SIMPSON SDS25300 (1/4" X 3")
MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES.
OR EQUIVALENT WOOD
SCREWS INTO EACH BASE
TRUSS.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
ULY 17, 2017 I (HIGH WIND VELOCITY) I STDTL07
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772409-1010
ATTAC
WIND DESIGN PER ASCE 7-98, ASCE 7-I
WIND DESIGN PER ASCE 7-10: 170 MPF
MAX MEAN ROOF HEIGHT = 30 FEET
CATERGORY If 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/i i 1 R 0O IVIUO I oc
DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2' - 10" ON AFFECTED
TOP CHORDS.
NOTES:
1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES.
2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER.
FOR BEVELED BOTTOM
CHORD, CLIP MAY BE APPLIED
TO EITHER FACE.
CLIP MAY BE APPLIED
TO THIS FACE UP TO A
NON -BEVELED MAXIMUM 6/12 PITCH
BOTTOM CHORD H I
NON -BEVELED
BOTTOM CHORD
CLIP MUST BE APPLIED TO
THIS FACE WHEN PITCH
EXCEEDS 6/12 (MAXIMUM
12/12 PITCH)
Ooe
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017
STANDARD GABLE END DETAIL
h.
STDTL08
q
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
TYPICAL 2X4 L-BRACE
NAILED TO 2X4 VERTICALS
W/10d NAILS, 6' D.C.
VERT
STUD
SECTION B-B
TRUSS GEOMETRY AND CONDITIONS
SHOWN ARE FOR ILLUSTRATION ONLY.
VERTICAL
2X6 SP OR SPF
STUDPEBRACE
#2 DIAGONAL
BRACE
(4) - 16d
NAILS16d
NAILS
SPACED 6' O.C.
(2) 10d NAILS
INTO 2X62X6
SP OR
SPF #2
2X4 SP OR
SPF #2L
HORIZONTAL
NAILED TO
RTICALS
SECTION A -A
W/(4) - 10d NAILS
DIAGONAL BRACE 4' - 0' O.C. MAX.
SEE INDIVIDUAL ENGINEERING DRAWINGS
FOR TRUSS DESIGN CRITERIA.
12 PROVIDE 2X4 BLOCKING BETWEEN
Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED.
TOENAIL BLOCKING TO TRUSSES
* WITH (2) - 10d NAILS AT EACH END.
ATTACH DIAGONAL BRACE TO
BLOCKING WITH (5) - lOd NAILS
(4) Bd NAILS MINIMUM, ROOF
B 3X4= PLYWOOD SHEATHING TO r SHEATHING
2X4 STD SPF BLOCK
* DIAGONAL BRACING ** L - BRACING REFER
REFER TO SECTION A -A TO SECTION B-B 24' MAX.--I-�—► )
NOTE:.
/
/
/
MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOT
HAND
lOd
RTOM USS
CONNECTION BETWEEN BOTTOM CHORD OF GABLE END WALL TO
12, MAX.
AILS
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.
o/
TRUSSES @ 24' O.C.
5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM
AT4'-0'D.C.
6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN
2X6 DIAGONAL BRACE
WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT
SPACED 48' O.C. ATTACHED
THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE
TO VERTICAL WITH (4) -
STUDS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A)
-
16d NAILS, AND ATTACHED
7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240.
TO BLOCKING WITH (5) -
B. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. DIAL.
BRACE
10d NAILS.
9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3
POINTS
TRUSSES. IF
NEEDED
10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS
N:7
HORIZONTAL BRACE
RESPECTIVELY.
(SEE SECTION A -A)
11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12
BY SPIB/ALSC.
MINIMUM STUD
SIZE SPECIES
AND GRADE
STUD
SPACING
WITHOUT
BRACE
2X4
L - BRACE
DIAGONAL
BRACE
(2) DIAGONAL
BRACES AT
1/3 POINTS
MAXIMUM STUD LENGTH
2X4 SP 43 / STUD
12" O.C.
3-8-10
5.6.11
6-6-11
11.1-13
2X4 SP #31 STUD
16" O.C.
3-3.10
4-9.12
6-6.11
9-10.15
2X4 SP 43 / STUD
24" O.C.
2.8-6
3.11-3
54-12
8-1.2
2X4 SP #2
12" O.C.
3-10.15
5.6.11
6-6.11
11-8.14
2X4 SP #2
16" O.C.
3-6.11
4-9-12
6-6.11
10.8-0
2X4 SP #2
24" O.C.
3.1-4
3.11-3
1 6-2-9
9-3.13
DIAGONAL BRACES OVER 6' - 3' REQUIRE A 2X4 T-BRACE ATTACHED TO ONE
EDGE. DIAGONAL BRACES OVER 12' - 6' REQUIRE 2X4 I -BRACES ATTACHED TO
BOTH EDGES. FASTEN T AND I BRACES TO NARROW EDGE OF DIAGONAL BRACE
WITH 10d NAILS 6' O.C., WITH 3' MINIMUM END DISTANCE. BRACE MUST COVER
90% OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2.
END WALL
MAX MEAN ROOF HEIGHT = 30 FEET
EXPOSURE B OR C —
ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING,
DURATION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS.
Rama Pranav Kristam, P.E.
# 66906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 I T WITH 2XIBRACE ONLY -BRACE DETAIL
N Y'L ( STDTL09
NOTES:
T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING
IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 90% OF WEB LENGTH.
THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO
CONTINUOUS LATERAL BRACED WEBS.
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD,
FORT PIERCE, FL 34946
772-409-1010
NAILING PATTERN
T-BRACE SIZE
NAIL SIZE
NAIL SPACING
2X4 OR 2X6 OR 2X8
10d
6" O.C.
NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON
TWO-PLY TRUSSES NAIL TO BOTH PLIES)
NAILS
BRACE
SIZE FOR ONE -PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
2X4 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
BRACE
SIZE FOR TWO-PLY
TRUSS
SPECIFIED CONTINUOUS ROWS OF
LATERAL BRACING
WEB SIZE
1
2
2X3 OR 2X4
2X4 T-BRACE
20 I -BRACE
2X6
2X6 T-BRACE
2X6 I -BRACE
2X8
2X8 T-BRACE
2X8 I -BRACE
T-BRACE / I -BRACE MUST BE SAME SPECIES
AND GRADE (OR BETTER) AS WEB MEMBER.
NAILS
WEB
NAILS
NAILS
WEB
SECTION D E T A I L Sme Pranav Kdstam, P.E.
#! 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017
LATERAL BRACING RECOMMENDATIONS I STDTL10
A_1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772 409-1010
TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS,
2X6 'STRDNGBACK' IS RECOMMENDED, LOCATED EVERY B 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
OF THE METHODS ILLUSTRATED BELOW.
NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE
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.
USE METAL FRAMING
ANCHOR TO ATTACH
TO TOP CHORD
BLOCKING BEHIND THE VERTICAL
WEB IS RECOMMENDED WHILE
NAILING THE STRONGBACK
INSERT WOOD SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS)
WEB WITH (3) - 10d SCAB WITH (3) - 10d
NAILS (0.131' X 3') NAILS (0.131' X 3'). r ATTACH TO VERTICAL
NIBS(0.131WITH (3)X3)
ATTACH 2X4 VERTICAL
TO FACE OF TRUSS.
FASTEN TO TOP AND
BOTTOM CHORD WITH
(2) - 10d NAILS (0.131'
X 3') IN EACH CHORD
USE METAL FRAMING J ATTACH TO VERTICAL L ATTACH TO VERTICAL
ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d
TO BOTTOM CHORD NAILS (0.131' X 3') NAILS (0.131' X 3')
TRUSS 2X6 4' - 0' WALL
STRONGBACK (TYPICAL SPLICE) (BY OTHERS)
ATTACH TO CHORD
WITH (2) #12 X 3'
WOOD SCREWS
(0.216' OIAJ
INSERT SCREW THROUGH
OUTSIDE FACE OF CHORD INTO
EDGE OF STRONGBACK (DO NOT
USE DRYWALL TYPE SCREWS)
THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT,
DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB
CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3')
EQUALLY SPACED.
ALTERNATE METHOD OF SPLICING:
OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) -
10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY
WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL).
BLOCKING
(BY OTHERS)
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY17,2017 1 LATERAL TOE -NAIL DETAIL I STDTLII
A-1 ROOF TRUSSES
4451 ST, LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
NOTES:
1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45° WITH THE MEMBER
AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN
THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS
SHOWN).
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL
BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO
SPECIES FOR MEMBERS OF DIFFERENT SPECIES.
TOE -NAIL SINGLE SHEAR VALUES
PER NOS 2001 (LB/NAIL)
DIA
SP
OF
HF
SPF
SPF-S
.131
88.0
80.6
69.9
68.4
59.7
o
.135
93.5
85.6
74.2
72.6
63.4
J
;n
.162
108.8
99.6
86.4
84.5
73.8
.128
74.2
67.9
5B.9
57.6
50.3
c�
.131
75.9
69.5
60.3
59.0
51.1
Z
0
J
.148
81.4
74.5
64.6
63.2
52.5
in
N
M
VALUES SHOWN ARE CAPACITY PER TOE -NAIL.
APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED.
EXAMPLE:
(3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD
FOR LOAD DURATION INCREASE OF 1.15:
3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAXIMUM CAPACITY
ANGLE MAY
VARY FROM
30' TO 60°
45.00'
ANGLE MAY
VARY FROM
30° TO 60°
THIS DETAIL IS ONLY APPLICABLE TO
THE THREE END DETAILS SHOWN BELOW.
VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY.
SIDE VIEW
(2X3) 2 NAILS
NEAR SIDE
NEAR SIDE
SIDE VIEW
(2X4) 3 NAILS
NEAR SIDE
-°I NEAR SIDE
NEAR SIDE
45.00'
SIDE VIEW
(20) 2 NAILS
NEAR SIDE
NEAR SIDE
NEAR SIDE
NEAR SIDE
ANGLE MAY
VARY FROM
30° TO 60°
45.000
P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 UPLIFT TOE -NAIL DETAIL ( STDTL12
V s.
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD,
FORT PIERCE, FL 34946
772A09-1010
THIS DETAIL SHALL BE USED FOR A CONNECTION
RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER
IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.
TOE —NAIL WITHDRAWAL VALUES
PER NOS 2005 (LB/NAIL)
DIA.
SP
OF
HF
SPF
SPF—S
L7
.131
59
46
32
30
20
z
O
J
.135
60
48
33
30
20
Ln
.162
72
58
39
37
25
J
_
.128
54
42
28
27
19
F
O LO
Z
OJ
.131
55
43
29
28
19
LU
.148
62
48
34
31
21
—I
L0
J
N
Q
�
Z
.120
51
39
27
26
17
CD
Z
.128
49
38
26
25
17
O
.131
51
39
27
26
17
`j
O
.148
57
44
31
28
20
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 1.33:
3 (NAILS) X 37 (LB/NAIL) X 1.33 (DOL FOR WIND) = 148 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
FOR WIND DOL OF 1.60:
3 (NAILS) X 37 (LB/NAIL) X 1.60 (DOL FOR WIND) = 177 LB MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND
IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LEIS (177 LBS) BUILDING
DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION.
rrr USE (3) TOE —NAILS ON 2X4 BEARING WALL
rr+e USE (4) TOE —NAILS ON 2X6 BEARING WALL
NEAR SIDE
FAR S'
)E
TOP PLATE
OF WALL
VIEWS SHOWN ARE FOR
ILLUSTRATION PURPOSES ONLY
[L
NAIL
NAIL
Rama Pranev Kristam, P.E.
END VIEW #eB06
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
SIDE VIEW
IWO-11-MWAMWOR
TYP 2x2 NAILER ATTACHMENT I STDTLI3
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
1.0 x 4
2x2 NAILER ATTACHMENT
GENERAL SPECIFICATIONS
MAX LOAD: 55 psf Roof Load, 170 mph, ASCE
7-10, 29'-0" Mean Height, Exp. B, C or D.
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
April 11, 2016 I TYPICAL ALTERNATE BRACING DETAIL I STDTLI4
FO EXTERIOR FLAT GIRDER TRUSS
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34946
772-409-1010
am
TRUSS 2411 O.C.
UPLIFT CONNECTION
(SEE ROOF TRUSS)
12
VARIES
MAX 3011(2'-611)
2x6 #2 SP (Both Faces)
2411 O.C.
SIMPSON H5
Rama Pranav Kristam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTL15
DAMAGED OR MISSING CHORD SPLICE PLATES
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 34W
772-409-1010
TOTAL NUMBER
OF NAILS EACH
SIDE OF BREAK *
X
(INCHES)
MAXIMUM FORCE (LBS) 15% LOAD DURATION
SIP
OF
SPF
HF
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
2X4
2X6
20
30
24"
1706
2559
1561
2342
1320
1980
1352
2028
26
39
30"
2194
3291
2007
3011
1697
2546
1738
2608
32
48
36"
2681
4022
2454
3681
2074
3111
2125
3187
38
57
42"
3169
4754
2900
4350
2451
3677
2511
3767
44
66
48"
3657
5485
3346
5019
2829
4243
2898
4347
+� DIVIDE EQUALLY FRONT AND BACK
ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF
THE TRUSS ( CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2X4, THREE
ROWS FOR 2X6) SPACED 4' O.C. AS SHOWN (.131' DIA. X 3').
STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN
THE MAIN MEMBER. USE A MIN. 3' MEMBER ENO 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
" 10d NAILS NEAR SIDE
+ 10d NAILS FAR SIDE
THE LOCATION OF THE BREAK MUST BE GREATER
THE REQUIRED X DIMENSION FROM ANY PERIMETER
AND A MINIMUM OF 5' FROM ANY INTERIOR JOINT
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.
S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY.
G. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS.
81
TRUSS CONFIGURATION
AND BREAK LOCATIONS
FOR ILLUSTRATIONS ONLY
THAN OR EQUAL TO
BREAK OR HEEL JOINT
(SEE SKETCH ABOVE).
Rama Pranav Mstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946
FEBRUARY 17, 2017 1 SCAB APPLIED OVERHANGS ( STDTLI6
A-1 ROOF TRUSSES
4451 ST. LUCIE BLVD.
FORT PIERCE, FL 30M
772-409-1010
TRUSS CRITERIA:
LOADING: 40-10-0-10
DURATION FACTDR: 1.15
SPACING: 24' O.C.
TOP CHORD: 2X4 OR 2X6
PITCH: 4/12 - 12/12
HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL
END BEARING CONDITION
MIMS
1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SP, OF) TO ONE FACE OF TRUSS
WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148' OIA. X 3') SPACED 6' O.C.
2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH
AS TO AVOID UNUSUAL SPLITTING OF THE WOOD.
3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO
AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES.
2X SC
NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED
WHEN OVERHANG HAS BEEN BROKEN OFF.
THIS DETAIL TO BE USED ONLY WITH TRUSSES (SPANS LESS THAN 409 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
Rama Pranav Kdstam, P.E.
# 88906
4451 St. Lucie Blvd, Suite 201
Fort Pierce, FL 34946