HomeMy WebLinkAbout0810-0064 ALLIED NEW TECHNOLOGIYProject:
ALLIED NEW TECHNOLOGIES
Project Name :
ALLIED NEW TECHNOLOGIES
Customer:
AVS ARGSA
Location :
FLORIDA - USA
SCANNED
BY
ALLI
(''STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
C Document N° : ALU-ITEP-M-CN-PR04 int Revision : A
# : 1406-14-S-MC-001
By: ITEP
Date : 13-Dic-07 Page : 1 of
!
!
PIPE RACK 04 section 26-28
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i
CALCULATION NOTES
1
A Revisions
Rev.
Date
Sheet
Description
Design
Chek.
Ap.
A
13-Dec-07
Issue for approval
JC
JLH
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STRUCTURAL CALCULATION NOTE
0 N AVS I �r
PIPE RACK 04 section 27-28
Project:
ALLIED NEW TECHNOLOGIES
INC
ALU-ITEP-M-CN-PR04 int Revision: A
Project Name:
ALLIED NEW TECHNOLOGIES
IDocumentN*:
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location:
FLORIDA - USA
Date : 13-Dic-07 Page : 2 of 23
INDEX:
- 1) INTRODUCTION
II) CODES & STANDARDS
III) MATERIALS
IV) DEFLECTION LIMITS
V) GEOMETRY
VI) LOAD ANALYSIS i
VII) PULTRUDED PIPING SUPPORT
VIII) MODEL - PR 04
IX) CODE CHECK - AISC/ASD
X) DEFORMATION
I
I
XI) REACTION
XII) ANCHORAGE
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I
I
I
i
page: 3
page: 3
page: 4
page: 4
page: 5
page: 7
page: 8
page: 9
page: 16
page: 19
page: 21
page: 23
TP'N
STRUCTURAL CALCULATION NOTE
A
PIPE RACK 04 section 27-28
Project :
ALLIED NEW TECHNOLOGIES INC
ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
IDocumentNO:
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA
Date : 13-Dic-07 Page: 3 of 23
1) INTRODUCTION
The structure is a pipe rack and consists of welded steel moment frames and its sections are W` pultruded
shape for secondary beams and HEA and I P E shape for rigid frames ( beams and columns).
The moduls was calculated to support gravity load as plastic and steel piping and cable tray.
II) CODES & STANDARDS
The following codes, regulations, and standards will be used in the structural design of the facilities.
Building Code Florida Building g Code
Cable Marking ICEA (Insulated Cable Engineers Association)
Chlorine piping Chlorine Institute Pamphlets
Concrete ACI (Americ In Concrete Institute)
Corrosion NACE (National Association of Corrosion Engineers)
i
Electrical NEC (Nations I Electrical Code)
914j,
Electrical Components j
UL (Underwriters Laborato
Fire NFPA 72, Fire jo
de
NFPA 101 4 S d
NFPA 780
Flanges ANSI standar
i
Filament Wound FRP
ASME (American Society Mechanical Engineers)
FRP Materials ASTM (American Society of Testing Materials)
NBS (National Bureau of Standards)
BSVPS (Bureau of Standards Voluntary Products Standards)
Heat Exchangers ASME Section Vill, Division 1, 2004 Edition, 2005
Instrumentation ISA (Instruments tion Society of America)
Mechanical: UMC (Uniform Mechanical Code)
Nuts, Bolts, Fittings & Line Components:
ASTM (American Society of Testing Materials)
SAE (Socie`y of Automotive Engineers)
Painting: SSPC (Steel Structure Painting Council)
Personnel Safety: OSHA (Occupational Safety and Health Association)
Public Law 91-596 Occupational Safety and Health Act
Ordinancesi of the Local Authority having jurisdiction
Piping: ANSI (American National Standards Institute)
Plumbing: UPC (Unifo'rm Plumbing Code)
Structural Steel: AISC (American Institute of Steel Construction)
Valves& Fittings: MSS (Manufacturers Standardization Society)
Tanks and Vessels: ASME (American Society Mechanical Engineers)
API (American Petroleum Institute)
Pressure (Vessel Codes) T
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
Project: ALLIED*NEW TECHNOLOGIES INC Document N° : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA By: ITEP
Location: FLORIDA - USA Date: 13-Dic-07 Paoe : 4 of 23
Welding: AWS
Welding Society)
AISC: Specification for Structural Steel Buildings — Allowable Stress Design and Plastic Design.
AISC: AISC: Code of Standard Practice for Steel Building and Bridges.
AISC: Structural Steel Detailing.
I
ASCE 7: Minimum Design Loads for Buildings and other Structures.
ASCE: Wind Loads and Anchor Bolt Design for Petrochemical Facilities.
IBC: International Buildings Code.
AWS D1.1.: American Welding Society - Structural Welding Code.
ASTM: American So liety of Testing and Materials.
MASTER-M-PAINT SPECIFICATION:
Protective Coalting Specification For Steel Structur
III) MATERIALS
Steel : All structural steel, plates and 4 rs. A36
i
Yield stress : Fy 6 ksi = 2533 Kg/cm2
Tensile strength : — 63 ksi = 4433 Kg/cm2
Modulus of elasticity. I E = 29026 ksi = 2040745 Kg/cm2
Shear modulus of elasticity: G = 11210 ksi = 788150 Kg/cm2
Anchor Bolts: A307
i
I
Tensile yield : Ft = 36 ksi = 2531 Kg/cm2
Shear yield : Fv = 10 ksi = 703 Kg/cm2
I
Pustrutions SERIE 525 From STRONGWELL
IV) DEFLECTION LIMITS
- Beams: Dead load L / 360
Dead + Live Load L / 240
I
-Columns: for serviciability we adopted H / 300
I
I
v117
0 d
STRUCTURAL CALCULATION NOTE
0W (p{/ {(�} I (
PIPE RACK 04 section 27-28
Project :
ALLIED NEW TECHNOLOGIES
IINC
Document NO : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA
Date : 13-Dic-07 Page : 5 of 23
V) GEOMETRY i
g � i
I
— I
-- 1917 [6'-4 It/I6 ]—^_-- -1947 [6'-4 11�16'] -- — 19Q [6'-4 11/I6"] 1967 [6'-4 77/I6"]
PLAN VIEW — LEVEL 3
f
1•I
LF
-
PART 28 1p-
-------------- ----- -- --------------
i
i ! i
---------------------- - ---'---------'-
PLAN VIEW — LEVEL 1
LEVEL .
3695 [12'-9 5/161
PART 27 4 IC
JIB
I
'
II•
I
-
I
I
I
1
1
HEA16o
I1
i
I
�
PIPE RACK PR04 — QTY.11
I
Ii
II
Ii
1 IIIII
I
i
i
LEVEL: I
]
I
i
i
VIEW A —A
r
x
3894 [IV-9 5/161 �
3895 pr-9 5/161 l
l
00 N, E & AV,-,,,,
Project :
ALLIED NEW TECHNOLOGIES
Project Name:
ALLIED NEW TECHNOLOGIES
Customer:
AVS ARGSA
Location :
FLORIDA - USA
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
Document NO: ALU-ITEP-M-CN-PR04 int Revision : A
# : 1406-14-S-MC-001
By: ITEP
Date : 13-Dic-07 Page: 6 of
aM
SECTION C—C
r
STRUCTURAL CALCULATION NOTE
v
PIPE RACK 04 section 27-28
Project : ALLIED NEW TECHNOLOGIES INC
Document N° : ALU-ITEP-M-CN-PR04 int Revision: A
Project Name: ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer: AVS ARGSA
By: ITEP
Location : FLORIDA - USA
Date : 13-Dic-07 Page:
VI ) LOAD ANALYSIS
1) Dead Loads:
Cable tray
Self Weight:
Piping and Support
Pultruids Self Weight
2 x 14.44 lb/ft = 28.88 lb/ft = 42.98 kg/m
2 x 06• = 4.03 lb/ft = g/m
1 x 04• = 1.28eb/ /m
2 x02• = 1.48ft20 kg/m
4 x01• = ft = 00 kg/m
9 lines = 13.51 - 20.11 kg/m
TO 20%) lb/ft = 24.13 kg/m
3.27 lb /ft2 x 8 ft = 26.2 lb/ft
16.0 kg/m2 x 2.44 m = 38.9 kg/m
2) Live Loads:
Piping and Support
NOTE: Minimum total pipe lo; d: 10.24 Ib/ft2 x 8 ft = 81.9 lb/ft
50.00 kg/m2 x 2.44 m = 121.9 kg/m
2 x 06• =
28.73
lb/ft =
42.76
kg/m
1 x 04 =
6.26
lb/ft =
9.31
kg/m
2 x 02• =
3.64
lb/ft =
5.42
kg/m
4 x 01• =
1.56
lb/ft =
2.32
kg/m
` 9 lines =
40.19
lb/ft =
59.81
kg/m
TOTAL (120%)
i
48.23
Wit =
71.77
kg/m
3) Friction Load
I
Friction coeficient
steel - steel
i
0.3
4) Sismic load:
Design Category:
A
I
Lateral forces :
1 %
Connections :
I
I
5%
STRUCTURAL CALCULATION NOTE
%�1 , Itij"
�+ I
PIPE RACK 04 section 27-28
Project:
ALLIED NEW TECHNOLOGIES INC
Document N° : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA j
By: ITEP
Location :
FLORIDA - USA (
Date : 13-Dic-07 Page :8 of 23
VII) PULTRUDED PIPING SUPPORT
I
I 1 - Longitudinal
2 - Transversal
psi
Kg/cm2
psi
Kg/cm2
psi
Kg/cm'
Flexure Strength
fb
i 34809
2447
14504
1020
Tensile Strength
ft
I
34809
2447
7252
510
Compressive Strength
f.
i 34809
2447
10153
714
Shear Strength
f�
!
3626
255
Modulus of Elasticity
E
3335867
234535
86676
Modulus of Elasticy
G
435113
Poison's ratio
v
j 0.23
0.09
Flexiral Stress
6b
19580
1377
7252
510
Tensile Stress
at
958
77
3626
255
Compressive Stress
G�
1 0
7
7252
510
Shear Stress
t
2466
173
Stifnesses
Ym,E
1.7
1.9
2.1
Strenghts
Ym,r
1.7
1.8
2.0
All. Sections
bad ,1:
:..load,2 <
: load 3 '
; • load "
`:load"5.
''load,6
:'lo6d•7•'
'.load 8.
,:load9=:
TRANSV. BEAM
P
lb
L =
8.000 ft
xp
ft
q =
10.2 Ib/ft2
q
lb/ft
4.215
52.269
A
ft
0.000
0.000
infl. = 3.19 ft
N =
0 lb
xf
ft
8.006
8.000
Ma =
0.00 Ibft
D I L
Mb =
0.00 , Ibft
1.4, 1.6
Ra =
226 lb
xM4 = 4.00
ft Mmax =
451.87
Wit
Rb =
226 lb .
I
KM =
0.125
Kx = 1.00
6Nmax =
0
psi
Kv =
0.5
Ky = 1.00
6Ndesign -
2710
psi
Ilp = 1.00
A =
3.9
in
Kx L /irx = 39
6Mmax =
61
psi
Ag =
1.6
in'
Ky L /iry = 146
6Mdesign =
17405
psi
rx =
2.5
in
Qty =
1
ry =
0.7
in
Profile
1160x80x8
KsM = 0.01302
avmax =
143
psi
Ixx =
23.2
in"
Kbv = 0.125
avdesign =
1813
psi
I, =
1.7
in'
A = 0.047
in < L/1000
Wxx =
7.4
in
Tensile verification: OK - 0.09
Wyy, =
1.1
in'
,f
STRUCTURAL CALCULATION NOTE
00 A �� n
PIPE RACK 04 section 27-28
Project:
ALLIED NEW TECHNOLOGIES
INC
Document N° : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA
Date: 13-Dic-07 Page: 9 of 23
VIII) MODEL - PR 04
STRUCTURE[
GEORGIA INS'
STRUCTURAL CALCULATION NOTE
N z } A `nC, PIPE RACK 04 section 27-28
Project: ALLIED NEW TECHNOLOGIES INC lDocumentN': ALU-ITEP-M-CN-PR04 int Revision : A
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA By: ITEP
Location : FLORIDA - USA i Date : 13-Dic-07 Page :10 of 23
Nodes
I&
II
I
I
1 I
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
Project: ALLIED NEW TECHNOLOGIES INC Document N° : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name : ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA I By: ITEP
Location : FLORIDA - USA I I Date: 13-Dic-07 Page :11 of
Beams
39
38
37
G1
$
JOB ID
STRUDL
'PR-04'
$ UNITS DEFINITION
UNITS FT LBS
DEG
CENTIGI
MATERIAL STEEL
$ Structure Type
TYPE Space Frame
JOINT COORDINATES
$ Node x
y
z
1 5.409
16.154
0.000
2 5.409
16.154
6.389
3 5.409
16.154
12.779
4 5.409
16.154
19.168
5 5.409
16.154
25.558
6 1.406
16.154
0.000
7 1.406
16.154
6.389
8 1.406
16.154
12.779
9 1.406
16.154
19.168
10 1.406
16.154
25.558
11 5.409
13.106
0.000
12 5.409
13.106
1.640
13 5.409
13.106
11.138
14 5.409
13.106
12.779
STRUCTURAL CALCULATION NOTE
0NV,E plus t[t�•, PIPE RACK 04 section 27-28
Project: ALLIED NEW TECHNOLOGIES INC Document N° : ALU-ITEP-M-CN-PR04 int Revision: A
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA ! By: ITEP
Location : FLORIDA - USA I Date : 13-Dic-07 Page :12 of 23
15 5.409 13.106 14.419
16 5.409 13.106 23.917
17 5.409 13.106 25.558 1
18 -2.596 13.106 0.000
19 -2.596 13.106 12.779
20 -2.596 13.106 25.558
21 0.000 13.106 0.000
22 1.406 13.106 0.000
23 0.000 13.106 12.779
24 1.406 13.106 12.779
25 0.000 13.106 25.558
26 1.406 13.106 25.558
27 5.409 0.000 0.000
28 5.409 11.466 0.000
29 5.409 0.000 12.779
30 5.409 11.466 12.779
31 5.409 0.000 25.558
32 5.409 11.466 25.558
33 0.000 0.000 0.000
34 0.000 0.000 12.779
35 0.000 0.000 25.558
$ Rigid suported joints
STATUS SUPPORT JOINT 27 29 31 33 to 3
$ Releases of permited displacement direction
JOINT RELEASES
27 29 3133 to 35 Mom ment Z
MEMBER INCIDENCES
$ Member t Node 1 Node 2 i
1 1 2
2 2 3
3 3 4
4 4 5
5 6 7
6 7 8
7 8 9
8 9 10
9 11 12
10 12 13
11 13 14
12 14 15
13 15 16
14 16 17
15 18 19
16 19 20
17 6 1
18 7 2
19 8 3
20 9 4
21 10 5
22 18 21
23 21 22
24 22 11
25 19 23
26 23 24
27 24 14
28 20 25
29 25 26
30 26 17
31 27 28
32 28 11
33 11 1
34 29 30
35 30 14
36 14 3
Project :
ALLIED NEW TECHNOLO
Project Name:
ALLIED NEW TECHNOLO
Customer:
AVS ARGSA
Location :
FLORIDA - USA
37 31
32
38 32
17
39 17
5
40 33
21
41 22
6
42 34
23
43 24
8
44 35
25
45 26
10
TYPE Space Truss
MEMBER INCIDENCES
46 28
12
47 30
13
48 30
15
49 32
16
MEMBER RELEASES
32 35 38 40 42 44
1516
START
912
START
1114
33 36 39
START
41 43 45
START
OUTPUT AND INPUT LONG PROFILE NAM
$ Member Properties
$ Member
Type Double T o
$ LOADS DEFINITION
$ Structure dead load
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
INC Document NO: ALU-ITEP-M-CN-PR04 int Revision: A
# : 1406-14-S-MC-001
By: ITEP
Date: 13-Dic-07 Paqe :13 of
r
U Table Section
RTIES T HEA HE160A
RTIES T IPE IPE160
RTIES T HEA HE200A
RTIES T HEA HE200A
RI IES T HEA HE200A
RTIES T HEA HE200A
RTIES T HEA HE160A
RTIES T HEA HE160A
RTIES T Ldoble 21-51'4.8
I
SELF WEIGHT 1 'self weight'
i
SELF WEIGHT 'be 'Seism x'
i
SELF WEIGHT 'Iz' 'Seism z' !
$ LOAD CASE 2
LOAD 2 'Dead Load'
MEMBERLOADS
$ Cable tray
1721 FORCE Y GLOBAL UNIFORME
18 to 20 FORCE Y GLOBAL UNIFORME
$ Piping and Support 1
23 to 24 FORCE Y GLOBAL UNIFORME
dead load direction
DIR -Y ALL MEMBERS
DIR X Factor 0.05 ALL MEMBERS
DIR Z Factor 0.05 ALL MEMBERS
$ columns
$ bracing
Load (Ib/ft)
W -23.06 $ Will: 28.88 3.19
W -46.11 $ Ib/ft 28.88 6.39
Load (Ibift)
W , -3.24 $ Ib/ft 16.22 1.60
4
4
8
I
SELF WEIGHT 1 'self weight'
i
SELF WEIGHT 'be 'Seism x'
i
SELF WEIGHT 'Iz' 'Seism z' !
$ LOAD CASE 2
LOAD 2 'Dead Load'
MEMBERLOADS
$ Cable tray
1721 FORCE Y GLOBAL UNIFORME
18 to 20 FORCE Y GLOBAL UNIFORME
$ Piping and Support 1
23 to 24 FORCE Y GLOBAL UNIFORME
dead load direction
DIR -Y ALL MEMBERS
DIR X Factor 0.05 ALL MEMBERS
DIR Z Factor 0.05 ALL MEMBERS
$ columns
$ bracing
Load (Ib/ft)
W -23.06 $ Will: 28.88 3.19
W -46.11 $ Ib/ft 28.88 6.39
Load (Ibift)
W , -3.24 $ Ib/ft 16.22 1.60
4
4
8
dead load direction
DIR -Y ALL MEMBERS
DIR X Factor 0.05 ALL MEMBERS
DIR Z Factor 0.05 ALL MEMBERS
$ columns
$ bracing
Load (Ib/ft)
W -23.06 $ Will: 28.88 3.19
W -46.11 $ Ib/ft 28.88 6.39
Load (Ibift)
W , -3.24 $ Ib/ft 16.22 1.60
4
4
8
STRUCTURAL CALCULATION NOTE
C
)KV,� & AVS:1nQ,
PIPE RACK 04 section 27-28
Project :
i
ALLIED NEW TECHNOLOGIES INC
Document N° :
ALU-ITEP-M-CN-PR04 int Revision: A
Project Name:
ALLIED NEW TECHNOLOGIES
# :
1406-14-S-MC-001
Customer:
AVS ARGSA I
By:
ITEP
Location :
FLORIDA - USA
Date :
13-Dic-07 Page :14 of 23
25 to 27
FORCE Y GLOBAL UNIFORMS
W
-6.48
$ Ib/ft 16.22 3.20 8
28 to 30
FORCE Y GLOBAL UNIFORM
W
-3.24
$ Ib/ft 16.22 1.60 8
9 to 16
FORCE Y GLOBAL UNIFORME
W
-6.08
$ Ib/ft 16.22
$ Pultruids Self Weight
Load (lb/ft)
9 to 16
FORCE Y GLOBAL UNIFORME
W
-9.81
$ Ib/ft 26.16
$ LOAD CASE 3
LOAD 3
'Live Load'
MEMBERLOADS
$ Piping and Support Load (Ib/ft; Min (Iblft) Real (lb/ft)
23 to 24 FORCE Y GLOBAL UNIFORME W -13.12 $ Ib/ft 65.71 65.71 48.23
25 to 27 FORCE Y GLOBAL UNIFORMS W -26.24 $ Ib/ft 65.71
28 to 30 FORCE Y GLOBAL UNIFORME W -13.12 $ Ib/ft 65.71
9 to 16 FORCE Y GLOBAL UNIFORME W -24.64 $ Ib/ft 1
$ LOAD CASE 4
LOAD 4 'Transverse Earthquake'
MEMBERLOADS
$ Piping and Supportc
23 to 24 FORCE X GLOBAL UNIFORME 0C��o
ft 0.05
25 to 27 FORCE X GLOBAL UNIFOR - 0.32 $ Ib/ft 0.05
28 to 30 FORCE X GLOBAL UNIFO 0.16 $ Ib/ft 0.05
9 to 16 FORCE X GLOBAL UNIFOR W 0.30 $ Ib/ft 0.05
$ LOAD CASE 5
LOAD 5 'Longitudinal Earthquake'
MEMBERLOADS
23 to 24 FORCE Z GLOBAL UNIFORME W 0.16 $ Ib/ft
25 to 27 FORCE Z GLOBAL UNIFORME W 0.32 $ Ib/ft
28 to 30 FORCE Z GLOBAL UNIFORME W 0.16 $ Ib/ft
9 to 16 FORCE Z GLOBAL UNIFORME W 0.30 $ Ib/ft
i
$ LOAD CASE 6 I
LOAD 6 'Friction'
MEMBERLOADS
$ Piping and Support
$ µ
23 to 24 FORCE Z GLOBAL UNIFORME W 4.91 $ Ib/ft 0.3
25 to 27 FORCE Z GLOBAL UNIFORME W 9.82 $ Ib/ft 0.3
28 to 30 FORCE Z GLOBAL UNIFORME W 4.91 $ Ib/ft 0.3
9 to 16 FORCE Z GLOBAL UNIFORME W 9.22 $ Ib/ft 0.3
I
I
$ COMBINATIONS OF FACTORED LOADS ( IBC-2000 )
$ Load Factor Load Factor Load Factor Load Factor
Form Load 'DL' 'Dead Load' from 1 1.0 2 1.0
Form Load 11 'DL+Pipe' from' -DL- 1.0 3 1.0
Form Load 12 'DL+pipe+F' from; -DL- 1.0 3 1.0 6 1.0
Form Load 13 'DL+Pipe+St' from! -DL- 1.0 3 1.0 4 1.0 'Ix' 1.0
Form Load 14 'DL+Pipe+Sl' from 'DL' 1.0 3 1.0 5 1.0 'Iz' 1.0
Proj
Proj
Cus
Loc
Oct : ALLIED NEW TECHNOLOGIE
ect Name: ALLIED NEW TECHNOLOGIE
tomer : AVS ARGSA
ation : FLORIDA - USA
STIFFNESS ANALYSIS
LIST REACTIONS JOINTS EXISTING
CHECK MEMBERS
PARAMETERS
CODE ASD9 ALL MEMBERS
STEELGRD A36 ALL MEM
CODETOL -10.0 ALL MEM
$ Tension : An = 0.85Ag
PF 0.85 ALL MEM
$ Unbraced length
FrLy 2.00 Member e
FrLz 2.00 Member e
FrLy 2.00 Member e
FrLz 2.00 Member e
Ly 12.78 Member e
Ly 8.00 Member e
$ List all members
SUMMARY YES ALL ME
LOAD LIST 11 to 14
CHECK ALL MEMBERS AS BEAM
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
INC IDocumentN*: ALU-ITEP-M-CN-PR04 int Revision : A
# : 1406-14-S-MC-001
By: ITEP
Date : 13-Dic-07 Page :15 of
31 34 37
31 32 34 35 37 38 40 42 44
30 3 36 39 41 43 45
33 36 39 4143 45
9to1
22
STRUCTURAL CALCULATION NOTE
nn►►` 1
PIPE RACK 04 section 27-28
Project:
ALLIED NEW TECHNOLOGIES INC
Document N* : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA
Date : 13-Dic-07 Page :16 of 23
IX) CODE CHECK - AISC/ASD
JOBID - PR-04
I
TITLE - Rack
** MEMBERS WHICH FAIL ARE MARKED BY TWO ASTERISKS (**) **
MEMBER TABLE LOADING SECTION PROVISION ACTUAL/ SECTION FORCES UNITS
CODE PROFILE NAME LOCATION NAME ALLOWABLE FX/MT FY/MY FZ/MZ STATUS
//----------- /----------- /------i /--------- /---------- /---------- /---------- /---------- /---------
1 HEA 12 6.389 H1-3 COM 0.017-72.034-22.149 7.513 FEET LB
ASD9 HE160A I B7 COMP 0.245 0.060 15.931 387.242 PASSED
2 HEA 12 6.390 H1-3 COM 0.026-92.056 2 .957 7.601 FEET LB
ASD9 HE160A I B7 COMP 0.245 .438-613.636 PASSED
3 HEA 13 0.000 H1-3 COMC0.245,q.
37 2 547 6.661 FEET LB
ASD9 HE160A I B7 COMP 1 9..987-555.472 PASSED
4 HEA 13 VOH 3 M637 32.608 0.998 FEET LB
ASD9 HE160A I MP 0.245 -0.138-16.205 378.829 PASSED
5 HEA 13 6.3 COM 0.017-76.194-28.808 -0.953 FEET LB
ASD9 HE160A B7 COMP 0.245 -0.079-15.980 385.523 PASSED
6 HEA 14 61390 H1-3 COM 0.023-72.275 215.838 3.022 FEET LB
ASD9 HE160A B7 COMP 0.245 0.084 11.086-576.321 PASSED
7• HEA 12 01000 H1-3 COM 0.026-77.890-225.798 6.411 FEET LB
ASD9 HE160A B7 COMP 0.245 -0.041-16.824-632.103 PASSED
8 HEA 13 0.000 H1-3 COM 0.017-76.200 28.784 0.948 FEET LB
ASD9 HE160A B7 COMP 0.245 0.079-15.972 385.490 PASSED
9 HEA 12 1.640 H1-3 COM 0.066-1180.920-1'287.708 38.251 FEET LB
ASD9 HE200A B7 COMP 0.390 -0.169-189.580 2204.469 PASSED
10 HEA 12 0.000 H2-1 TEN 0.063 165.851 64.701 38.251 FEET LB
ASD9 HE200A I B7 TEN 0.260 -0.169-189.580 2204.469 PASSED
11 HEA 12 0.000 H2-1 TEN 0.052 1784.785-980.910 38.251 FEET LB
ASD9 HE200A I B7 TEN 0.260 -0.169 173.724-1516.932 PASSED
12 HEA 12 1.640 H1-3 COM 0.022-89.238-291.549 43.379 FEET LB
ASD9 HE200A B7 COMP 0.390 -0.137-176.175 570.768 PASSED
13 HEA 12 9.498 H2-1 TEN 0.053 21.633 566.747 43.379 FEET LB
ASD9 HE200A B7 TEN 0.260 -0.137 235.837-1705.321 PASSED
14 HEA 12 0.000 H2-1 TEN 0.059 1690.747-1095.711 43.379 FEET LB
ASD9 HE200A B7 TEN 0.260 -0.137 235.837-1705.321 PASSED
I
15 HEA 12 6.390 H2-1 TEN 0.035 53.253 9.617E-07 47.104 FEET LB
ASD9 HE200A B7 COMP 0.390 0.345-32.679 1406.024 PASSED
16 HEA 13 !6.390 H2-1 TEN 0.035 27.283 9.617E-07 -2.558 FEET LB
ASD9 HE200A B7 COMP 0.390 -0.460-25.659 1406.024 PASSED
i
17 IPE 12 '0.000 H1-3 COM 0.019-11.082-78.895-15.773 FEET LB
ASD9 IPE160 B7 COMP 0.332 0.065 31.539-57.021 PASSED
18 IPE 12 0.000 H1-3 COM 0.018 -0.088-113.515-20.022 FEET LB
ASD9 IPE160 I B7 COMP 0.332 -0.018 40.085 -0.258 PASSED
,
STRUCTURAL CALCULATION NOTE
r I PIPE RACK 04 section 27-28
01-0NVE &. AV Strlc.
i
Project : ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-M-CN-PRO4 int Revision: A
Project Name : ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA By: ITEP
Location : FLORIDA - USA I Date : 13-Dic-07 Paqe :17 of 23
19 IPE 12 4.0'03 Hi-3 COM 0.023-18.739 115.394-19.956 FEET LB
AS09 IPE160 I B7 COMP 0.332 0.041-39.971-61.017 PASSED
20 IPE 12 0.000 H1-3 COM 0.016 -0.071-113.429-17.970 FEET LB
ASD9 IPE160 I B7 COMP 0.332 -0.032 35.986 -0.085 PASSED
21 IPE 12 4.003 H1-3 COM 0.017-11.174 76.956-13.742 FEET LB
ASD9 IPE160 I B7 COMP 0.332 0.102-27.542-53.130 PASSED
22 HEA 13 2.$96 H1-3 COM 0.030-12.093 513.699-27.282 FEET LB
ASD9 HE200A I B7 COMP 0.244 0.000 -63. x
123B.520 PASSED
23 HEA 12 0.000 H2-1 TEN 0.040 6 21*-112.164 FEET LB
ASD9 HE200A B7 TEN 0.163 000 .6851765.403 PASSED
24 HEA 12 4.003 H2-1 TE 0.03-270.775-43.816 FEET LB
ASD9 HE200A N .163 0.000-253.641 790.542 PASSED
25 HEA 12 2. 6 OM .063-13.998 1038.745-124.760 FEET LB
ASD9 HE200A I B7 0 0.244 0.000 175.598-2489.842 PASSED
26 HEA 12 0.000 H2-1 TEN 0.055 14.267-1045.347-124.760 FEET LB
A809 HE200A I B7 TEN 0.163 0.000 176.784-2119.397 PASSED
27 HEA 12 41003 H2-1 TEN 0.031 31.829-110.343-139.142 FEET LB
ASD9 HE200A I B7 TEN 0.163 0.000-485.104 220.991 PASSED
28 HEA 12 2.596 H1-3 COM 0.036-33.106 556.170-36.960 FEET LB
ASD9 HE200A J000 67 COMP0.244 0.000 145.566-1293.779 PASSED
29 HEA 11 H2-1 TEN 0.028 15.113 588.572 38.733 FEET LB
ASD9 HE200A B7 TEN 0.163 0.000 48.061-1184.522 PASSED
30 HEA 12 4.003 H2-1 TEN 0.026 27.784 167.597-109.695 FEET LB
ASD9 HE200A B7 TEN 0.163 0.000-308.735-433.448 PASSED
31 HEA 12 11.466 H1-3 COM 0.123-106.155 60.332 168.526 FEET LB
ASD9 HE200A B7 COMP 0.700 0.861 1932.322-691.767 PASSED
32 HEA 12 0.000 H1-3 COM 0.128-1447.290 60.332-1178.245 FEET LB
ASD9 HE200A B7 COMP 0.060 0.861 1932.322-691.767 PASSED
i
33 HEA 13 3.048 H1-3 COM 0.028-246.028-19.736-81.039 FEET LB
ASD9 HE160A B7 COMP 0.233 0.249-247.008 64.904 PASSED
34 HEA 12 11.466 H1-3 COM 0.178-1591.909 16.859 238.373 FEET LB
ASD9 HE200A i B7 COMP 0.700 0.815 2733.184-193.309 PASSED
35 HEA 12 6.000 H1-3 COM 0.153-73.610 16.859-1666.575 FEET LB
ASD9 HE200A B7 COMP 0.060 0.815 2733.184-193.309 PASSED
1
36 HEA 12 3.048 H1-3 COM 0.018-538.512-20.098 38.055 FEET LB
ASD9 HE160A B7 COMP 0.233 -0.479 115.991 61.259 PASSED
I
37 HEA 12 1i1.466 H1-3 COM 0.158-1218.075-33.083 208.862 FEET LB
ASD9 HE200A B7 COMP 0.700 0.989 2394.814 379.329 PASSED
38 HEA 12 10.000 H2-1 TEN 0.141 455.660-33.083-1460.252 FEET LB
ASD9 HE200A B7 COMP 0.060 0.989 2394.814 379.329 PASSED
i
39 HEA 12 I3.048 H1-3 COM 0.035-250.613-17.488 105.670 FEET LB
ASD9 HE160A I B7 COMP 0.233 -0.724 322.082 53.302 PASSED
40 HEA 12 13.106 H1-3 COM 0.024-1337.320 40.212 0.000 FEET LB
ASD9 HE200A I B7 COMP 0.482 1.212 0.000-527.021 PASSED
4,
to
I
STRUCTURAL CALCULATION NOTE
�-0, NV �c AVS, Inc,
i
PIPE RACK 04 section 27-28
Project :
ALLIED NEW TECHNOLOGIES INC
Document N* : ALU-ITEP-M-CN-PR04 int Revision : A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA !
Date : 13-Dic-07 Page :18 of 23
41
ASD9
42
ASD9
43
ASD9
44
ASD9
45
ASD9
46
ASD9
47
ASD9
48
ASD9
49
ASD9
HEA 12
HE160A
HEA 13
HE200A
HEA 12
HE160A
HEA 12
HE200A
HEA 11
HE160A
Ldoble 12
2L51*4.8
Ldoble 12
2L51*4.8
Ldoble' 13
2L51*4.8
Ldoble 12
2L51*4.8
+++++++++++++++++++++++
* END OF TRACE OUTPUT
+++++++++++++++++++++++
3.048 H1-3 COM 0.032-248.696 18.759-94.906 FEET LB
B7 COMP 0.233 -1.285-289.274-57.178 PASSED
13.106 H1-3 COM 0.040-1842.688-65.728 0.000 FEET LB
B7 COMP 0.482 -0.003 0.000 983.163 PASSED
3.048 H1-3 COM 0.018-542.363 17.562-38.734 FEET LB
B7 COMP 0.233 -1.541-118.062-53.528 PASSED
13.106 H1-3 COM 0.025-899.373-56.055 0.000 FEET LB
B7 COMP 0.482 1.100 0. 6 734.660 PASSED
3.048 H1-3 COM 0.024 1. 3 70.888 FEET LB
B7 COMP 0.2 0.0 : 216.0-36.006 PASSED
2.319 H2-1 0 62 0.000 0.000 FEET LB
7 C 0 5 0.000 0.000 0.000 PASSED
2.32 3 C, 0.095-2412.628 0.000 0.000 FEET LB
P 0.225 0.000 0.000 0.000 PASSED
319 H1-3 COM 0.042-1068.785 0.000 0.000 FEET LB
B7 COMP 0.225 0.000 0.000 0.000 PASSED
2.320 H1-3 COM 0.093-2359.765 0.000 0.000 FEET LB
B7 COMP 0.225 0.000 0.000 0.000 PASSED
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
Project : ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-M-CN-PR04 int Revision: A
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA By: ITEP
Location : FLORIDA - USA Date: 13-Dic-07 Page :19 of 23
I
X) DEFORMATION
Transveral Eathquake
1.855E-04
8.844E-07
3.277E-06
XIL
� STRUCTURAL CALCULATION NOTE
�J QQNVE & AV 15dnq PIPE RACK 04 section 27-28
Project : ALLIED NEW TECHNOLOGIES INC IDocumentNO: ALU-ITEP-M-CN-PR04 int Revision: A
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-14-S-MC-001
Customer: AVS ARGSA I By: ITEP
Location : FLORIDA - USA Date : 13-Dic-07 Page 20 of 23
Longitudinal Earthquake
X -1
21
Z7
8.134E-04
STRUCTURAL CALCULATION NOTE
QQW & AV
PIPE RACK 04 section 27-28
Project :
ALLIED NEW TECHNOLOGIES INC
Document NO: ALU-ITEP-M-CN-PRO4 int Revision: A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA I
By: ITEP
Location :
FLORIDA - USA
Date : 13-Dic-07 Page :21 of 23
XI) REACTION I
LOADING - 11------- DL+Pipe
---------------------------------------------------------------------------------------------------------------
RESULTANT JOINT LOADS SUPPORTS
JOINT
/---------------------
X FORCE
Y
27
GLOBAL
13.2175980
992.3
29
GLOBAL
16.8786068
1916.8
31
GLOBAL
14.0122004
982.1
33
GLOBAL
-7.5288010
1463.6
34
GLOBAL
-28.2543945
2455.5
35
GLOBAL
-8.3252115
1516.2
-
RESULTANT JOINT LOADS SUPPORTS
CE---------------------//--------------------MOMENT-------------
CE Z FORCE X MOMENT Y MOMENT Z MOM
264 20.1633873 0 9 0,0 114 0 0.0662716 0.0
148-0.0034323 - D 0 0.0038602 0.0
531-20.1599560 000 0-0.0585673 0.0
449 0.0 00,0 .00000-0.0515013 0.0
B55 0� a llo .0000000 0.0038500 0.0
521 0000000 0.0000000 0.0592021 0.0
-------------------------------------------------------------
JOINT/---------------------FORCE
--------------------- //
-------------------- MOMENT -------------
X FORCE
Y FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
27
GLOBAL
60.3319778
431.2086182
-168.5262756
0.0000000
-0.8614147
0.0
29
GLOBAL
16.8593445
1 91 6. 9620361
-238.3729248
0.0000000
-0.8153548
0.0
31
GLOBAL
-33.0829163
1549.1285400
-208.8622131
0.0000000
-0.9892084
0.0
33
GLOBAL
40.2121582
1708.8666992
0.0000000
0.0000000
-1.2116309
0.0
34
GLOBAL
-28.2653065
2455.6386719
0.0000000
0.0000000
-1.1851071
0.0
35
GLOBAL
-56.0552597
1270.9195557
0.0000000
0.0000000
-1.0995277
0.0
----------------------------------------
--- LOADING - 13 DL+pipe+St
----------------------------------------
RESULTANT JOINT LOADS SUPPORTS
JOINT/-----------------'----FORCE---------------------//--------------------MOMENT-------------
X FORCE
I Y FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
27
GLOBAL
-39.0240707
1213.5462646
20.2259254
0.0000000
0.0358038
0.0
29
GLOBAL
-38.5438309
21�58.4431152
-0.0032995
0.0000000
0.0025176
0.0
31
GLOBAL
-38.4367826
1204.3502197
-20.2226267
0.0000000
-0.0307841
0.0
33
GLOBAL
-60.2461853
1242.2496338
0.0000000
0.0000000
-0.0452022
0.0
34
GLOBAL
-84.3049393
2214.2343750
0.0000000
0.0000000
0.0025079
0.0
35
GLOBAL
-61.2499542
1293.9005127
0.0000000
0.0000000
0.0502185
0.0
--- LOADING - 14 DL+pipe+S1
----------------------------------------
I
RESULTANT JOINT LOADS SUPPORTS !
-
ti. t
i
STRUCTURAL CALCULATION NOTE
UNV A\lS I,nx- I
PIPE RACK 04 section 27-28
Project:
ALLIED NEW TECHNOLOGIES INC
Document NI: ALU-ITEP-M-CN-PRO4 int Revision, A
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-14-S-MC-001
Customer:
AVS ARGSA
By: ITEP
Location :
FLORIDA - USA
Date : 13-Dic-07 Paae 22 of 23
JOINT
i
/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE
Y FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
27
GLOBAL
29.1566467
767.4783936
-70.6559601
0.0000000
-0.2611168
0.0
29
GLOBAL
16.8779697
1916.8546143
-112.2992477
0.0000000
-0.2758577
0.0
31
GLOBAL
-1.9262093
1206.9661865
-110.9845810
0.0000000
-0.3860503
0.0
33
GLOBAL
8.5071640
1543.4959717
-9.2886562
0.0000000
-0.4313960
0.0
34
GLOBAL
-28.2547569
2455.5ffO801
-9.2886562
0.0000000
-0.3897198
0.0
35
GLOBAL
-24.3608131
1436.4216309
-9.2886562
0.0000000
-0.3206454
0.0
�1'117W-
GQN1fE & A.V'S InQ,
Project:
ALLIED NEW TECHNOLOGIE
Project Name:
ALLIED NEW TECHNOLOGIE
Customer:
AVS ARGSA
Location :
FLORIDA - USA
XII) ANCHORAGE
STRUCTURAL CALCULATION NOTE
PIPE RACK 04 section 27-28
INC Document Ne : ALU-ITEP-M-CN-PR04 int Revision: A
# : 1406-14-S-MC-001
By: ITEP
Date : 13-Dic-07 Pace hs of
N = 0.000 kip = 0.000 t (tension)
Q = 0.084 kip = 0.038 t Qx = 0.084 kip Qz = 0.000 kip
Factor coeficient for distance betwen anchorage
her = 6.30 in = 160 mm
s = 4.72 in = 120 mm
sm;n = 0.5 * hef = 3.15 in = 80 mm fA = 0.78
s= = 1.5 * hef = 9.45 in = 240 mm
Factor coeficient for distance to edg : traction
rl
c = 5.51 in = 140 mm
cmin = 0.5 * hef = 3.15 in = 80 mm N 5
eu = 1.5 * hef = 9.45 in = 240 mm
Factor coeficient for distance to edge: Shear (Perpe t edge
c = 5.51 in = mm
cmin = 0.5 * hef = 3.15 in = mm fry i = 0.53
ccr = 1.5 * hef = 9.45 2 m
Factor coeficient for distaln=
ed ear (Parallel to edge).
c (II) = 5.51 140 mm
Cmin = 0.5 * hef = 3.15 in = 80 mm fry ii = 0.78
ce, = 1.5 * hef = 9.45 in = 240 mm
nanchomge = 2
HVA - HILTI Adhesive Anchoraje 0 = 3/4 " - HAS
fA * fRN = 0.58 -> N i e = 2760 kg x 0.58 = 1604 kg
fA * fRv = 0.41 --> Vi c = 1977 kg x 0.41 = 814 kg
0.00 + 0.60 = 0.0012
f
Construction
Contents
This section presents an account of the following Fiberline® qualities of fibreglass reinforced polyester profiles
for construction purposes: P2600, P3510, P4600, P4620 and P4710.
The Construction Section contains general information on profiles and materials and describes the theoretical
basis behind the calculations. A method is presented for calculating columns, transversely loaded columns
and transversely loaded beams stretching across 1, 2 or 3 spans. In addition, a method for calculating bolted
joints is given and illustrated. The Dimensiorial Section is supplemented by examples showing a column, a
beam and a selection of joints and how the'aetual calculations are done.
A data sheet is available on each individual profile with the front page describing the load -bearing capacity of
the profile when used as a tension rod / compression rod. On the back, a description is given of the profile
when used as a transversely loaded beam stretching across 1, 2 or 3 spans. Compression areas of the beam
are assumed to be fastened in order to avoid critical lateral buckling. The load -bearing capacity of each
individual profile appears from the tables on the respective data sheets.
All calculations of columns and beams have
and have been based upon two construction
ultimate Limit State
where the safety against fractures in the
coefficients on loads and strengths.
Limit State of Serviceability
where the operational reaction of the constru
are also evaluated. A beam construction is
with L representing the width of the span.
For constructions employed in
as the highest acceptable lone
mbols
carried out to conform to DS 456 (Danish Standard norm)
is evaluated by the implementation of partial
Is evaluated. At this stage the deformations of the construction
ally dimensioned for a maximum deflection of U200 or L/300
cents, the widths of the cracks are also evaluated (expressed
tensions).
A .a
a stan o olt to edge in force direction
b
I tance from bolt to edge at 90° to the force direction
diameter
modulus of elasticity
e eccentricity, centre of gravity distance
F force
f strength
G modulus in shear, permanent load
g dead weight per length unit or area unit
H height
i
I moment of Inertia
k coefficient
PHOJ FWerline Composites MS -Design Manual- Chapter 1 - Rev.1 1.7
L
length, span
M
momentum
N
normal force
P
force (in bolt)
p
load per length unit
q
variable load per length unit
Q
variable load
r
radius
T
thickness
t
thickness
v
angle
V
shear force
W
section modulus
y
partial coefficient
8
deflection
X
slenderness ratio
v
Poisson's ratio
6
normal stress
t
shear stress
ndexes
1.
direction corresponding to the
2
direction 90° to the pulling dire
b
bending
c
compression
d
design value
cr
critical
el
theoretic elasticity
k
characteristic buckling length
r
relative
t
tension
v
shearing, angle
z
shearing
g direction during the pultruslon process (longitudinal direction)
during the pultrusion process (transverse direction)
i
i
12 i ine Composites A/S -Design Manual -Chapter 1 - Rev. 1
I��I
Material constants, Coefficients and profiles..! ................................. ......._..2.1
1
I
I
Fbedine Composites fVS - Deslgn Manual - Chapter l -Rev 1
Material Constants, Co
QIT) T)
U2
U2 iJ
(TJ U MZ
. Mx
I
(T) U" "2 (T)
Fig. 2.1
and Profiles
/
z
X
fibre Direction
aZ and EZ
/
fibre Direction
Q, and E,
Figure 2.1 illustrates the various main directions referring to the given material constants. Direction 1 is the
longitudinal direction of the profile. It is at the same time the pulling direction during the pultrusion process,
and the direction usually used for deflection of profiles employed as beams or columns. Direction 2 is 900 to
pulling direction and the material constants for this direction are almost exclusively used for bolted joints. The
properties of the material in direction 3 will be identical to those of direction 2. The shear strength and the
modulus in shearare the only material constants des I ed as being directionally independent. These constants
are independent factors in theory, but the differ ceAemarginal in practise. Calculations should therefore be
based on the lowest value found.+ ®®
All given values have be ed u easiiteinents in the laboratories of Fberline Composites A/S and
have been carried out t info to th dards given for a wide selection of profiles. Please refer to Fig. 2.1
for directions.
Ta 2.4 gi ry of the partial coefficients imposed on the material properties in order to conform the
dim io i g - D 6. These values are included in the data sheets for the individual profiles and apply to
Safe anal. For Safety Classes low. or high, multiply by the factor indicated in the Table.
Tables 2.5 - 2.11 contain a summary of the various profile cross -sections represented In the data sheet collection.
All significant geometries and theoretical weight values per profile metre are included in these Tables.
I
I
I
Fberrne Composites A/s - Design Manual - Chapter i - Rev.1 2!
IF
Table 2. 1
M. ate ft—,
M
b.-I:
24D
Full-scale
100 1- 1015'T a
M 63 - 78
,T
240
EN 61-78
503 S
EN 61 - 77
240
Full-scale
70
DIN 53 454.- 71
s
25 z
ASTM D 2W - 89 / D 3846 85
-
1
I
Table 2-2
; "U6" M-1 M
• Aw. UM
Slim'
Jdar
—2p, kggnx 0 V W
23 000
234ql kgj*."
Full-scale
1 8 500
6 T4, c u
DIN 53 457 - 87
ltodulu n
n
3000
594RIWN
0.23
EN 61 - 78
0.09
EN 61 -78
Table 2.3
W
M
135
70
50 5'0
25
135
70
ensita- - - - - - - . . . . . . .
25
20
� M- "-FS"
et
135
70
nt-
0
25
17
Table 24
W,
e.
1.7
1.9
2.1
1.7
1.8
2.0
F221 Fibedine Composites AIS -Design Man" - Chapter -Ftml
y
r
I
Table 2.5., I -Profiles
I -Profile
H
13
Tt
Tz
R I
A
Aky
Akx
g
I.
W.
6
W »•
HxBxT')
mm
mm
mm
mm
mm
mmZ
mmz
mm2
kg/m
mm4
mm3
Avaable
fMMstock
mm4
mm3
Factor
1
1
t t 1
103
103
103
1
106
103
106
103
I120x60x6
120
60
6
6
7.51
1.42
0.684 0.576
2.55
3.10
51.7
0.219
7.30
I160x80x8
160
80
8
8
8
49
1.22
1.02
4.48
9.66
121
0.691
17.3
I200x100x10
200
100
10
8
1.90
1.60
6.99
23.6
236
1.69
33.7 a
I240xl20xl2
240
120
12
5.60
2.74
2.30
10.1
48.9
408
3.50
58.3
1300x150x15
$00
150
5
5
15
8.74
4.28
3.60
15.7
119
796
8.54
114
I360xl8Oxl8 t
180
8
18
18
12.6
6.16
5.18
22.7
248
1376
17.7
197
Factor
1
1
t
1
1
103
.103
103
1
106
103
106
103
•� VW 1J 1U„$N11t_-U &Jy me r mors given in the head of the table. (') T = T, = T2 )
Please fer to Fiberline's Profile Program for other profile dimensions.
14
8
T,
•T2
tZ A
4ky
Attic
g
Ixx WxY
Iyy
Wyr
trim
►AYO
T rA
WA-
YAWL enA2
cntz
Cx
V`1rt
cx exec
ej
a
j �2ox6oc6
12,0
6
�.S 14X
�A
SAC
$SS
3to j
�g
130
ldos8cx8
160
So
8
8
S 2�f,q
t°"i
to,t
,40
9Ko ►zl
0,f
11,3
_j 20oxtODxio
S 2g09l2ox12
Zoo
No
too
t2o
to
t2
to
to 38,9
t9
id
6.99
2360 236
to
33.If
12
ty s6
Z�,ef
23
10.1
481n 4 Bt1f
S10
I30oa15otcliS
300
ISO
�18v
is
iS
15
81,4
42,S
36
!�i
11Qoo
't96
Itg
136o n to. t6
360
tg
to
;ig
1Z6
6l,&
51,8
22,+
now,
13�G
lq�
� J i Fiberline Composites AIS - Design Manual - CNpter I - Rev.1 H
I
Profiles as Beams and
Profiles subjected to 7
(Columns and Tension
Lk Buckling Length for Column
A Cross Section of Profile
I Moment of Inertia
Nd Design Value of normal force (Le.)
fG1/fai Characteristic compressiv
Et Characteristic modulus of
Ym, s Partial Coefficient for fit/f,, in the
Ym, a Partial Coefficient for E in the UK
Nor Critical Load on Column
NN Load according to the elastic
Fd Compressive Load
Profiles subjected to Tension
The maximum permissible load Nd is dete
Profile and the cross sectional area of the
Nd <
Afar
' Ymi
Profiles suWN U ression
Thedesign v ue the normal force Nd must be lower than the critical column load N The value of the critical
column load epends on the length of the column in as much as the critical compressive stress level will be a
A imensioning factor given a short column length! Longer columns are to be dimensioned to conform to the
Euler Load using the following formula:
Fd i Fd
Nd S N, = _
T + Fd 1 + %.r
Na
umns
on or Compression
IS)
partial coefficient)
strength (i.e. excluding partial coefficient)
✓ (i.e. excluding partial coefficient)
late Limit State
Limit State
(Euler Load)
IF
of the characteristic tensile stress level in the
tom' 1
I FbeAine Composites A/S -Design Manual -Chapter 1 -Rev 1 3t
i
if the Nd < Na criterion is met, the column ill be stable.
I
!
R Fiberline Composites= -Design Manual - Chapter 1 - Mf. l
! � J
Li
Profiles subjected to
Moment
When a profile is subjected to both
can be evaluated as follows:
The evaluation is to be carried out in the
Force and Flexural
compressive force and flexural moment, the load -bearing capacity
limit state.
The normal compressive force and the flexural moment are interdependent factors as - In relation to normal
force - the transverse deflection of the profile causes a momentum In the profile (allowance for deflection).
Allow for this impact by multiplying the moment (to be determined without taking deflections into account) by
a moment intensification factor.
Cross -Sectional Forces (design values)
Nd - Normal compressive force j
Md . Flexural moment (determined without taking profile deformations into account)
Cross -Sectional Constants
A Cross -Section Area of Profile
W Section Modulus of Profile
Cross Sectional Constants listed on data sheets for profiles.
Stress Control
The maximum compressive stress in the p,rot
leis calculated as follows:
Nd 1
o� A
whe :
f�,/ 1 = esign value for compressive strength of profile
i
= Critical compressive force for profile (available from data sheet).
Cr
i
3.6 Fberline Composites A/S -Design Manual -Chapter 1 - iiev.l
i ,
F'
LU
Transversely Loaded
Calculation method for a beam with a simple support at both ends:
L : Length of span
Ak : Shear area
W : Section modulus
I : Moment of inertia
Clk : Transverse load used for determinations of deflection
(often characteristic value of greatest imposed load)
Pd : Total transverse load including partial coefficient '
km : Coefficient describing maximum moment
kv : Coefficient describing maximum shear force
kam : Coefficient describing maximum deflection from flexural moment
kav : Coefficient describing maximum deflection from shear force
fb, : Characteristic flexural strength Q.e. excluding partial coefficient)
fS : Characteristic shear force (i.e. excluding partial coefficient)
E : Characteristic E-modulus (i.e. excluding partial coefficient)
G : Characteristic modulus in shear (i.e. excluding partial coefficient)
Y,,,,i : Partial coefficient for fb, and 1, in ultimate limit state
S . Deflection
I
Ultimate Limit State I
I
i
Bending: kM - Pd . L2 f
<
W — 'Y
m,
Shearing: k f
Serviceability Umit State
Deflection limit:
i
Max S k6m- qk• 0 - ksv,• qk• L < where a typical = 200 ;
L E-1 + G•Ak a
II
OEM FlWine Composites"- Design Manual -Chapter? -Rev 3
64
Constructions in hostile environments ml
stress limits as follows:
Bending: km - % . LZ
IN 6b,1
Shearing: kv. pd. L
< ¢
A
y be critical in terms of ultimate strengths and should be tested for
( 6b j from table 2.3)
(,r from table 2.3)
k -
. I �
The two stress values 6b,1 and c are listed in Table 2.3, which has been divided into two categories.
The degree of exposure is the decisive factor for the use of either short-term or long-term values.
Summary of Describing Coefficients -
Table 3.1
-�Ci`e'ificie '`�` Wit?-=n �= � .��
�=- ''%kts�; .,;� �'^��r��=
:+�..J.x.3•i.'°,.?7ZY�:�i:.dhy �3u.=. !k_.._. .:r�lS�..-,i�r£'4.+rY
�,� s•
-�,neaa
�:: Y.
.�
;•T:inco;Spans��•
s.>Kr,'v.-S:Y�A.1f..Y.,:�i.!
�,:_:,�
M
�TireeSpans::
3: �._'i _�e5'.:, vl'�L;?::F::
H
km = M / pdo
0125
0.125
0.100
kv = V / pdL
0.500
0.625
0.600
k&� = 8,,, mocnem,, El / qIJ
0.01302
0.00542
0.006"
k8V = 8,n„,hea,�, - GAk/ qO
0.)25
i0.125
0.125
_„t
i
310. Fberruie composites A/S - Design Manual - Chapter 1 Rev.1 ON
R
Bolted Joints
Load -bearing Capacity of Bolts - Shearing in the Longi-
tudinal Direction (1) I
A rough illustration of the distribution of stress iri the laminate surrounding a bolt subjected to shearing is given
in Fig. 4.1. 1
The load -bearing capacity of a bolt subjected to shearing will be sufficient if the occurring stresses do not
exceed the relevant strengths.
Geometry:
i
a Distance from the centre line of the bolt to the edge
in the force direction (longitudinal direction)
b Width of area with Interlaminar forces occurring
in front of the bolt
c Distance from the centre line of the bolt to the edge,
90° to the force direction
1
d Diameter of bolt
v Angle of inclined pressure: tan(v) = [6/214yla-b/2]
t Thickness of laminate
0 c
i;
•U
m *VV
Id}RPS �P
a a i�.F; F,t�'�
bO2
Fig. 4.1
Static Conditions:
P, = 1h • PB,tt • tan(v)
P2 = Peo;, / (2 - cos(v)
P3 = �/2 - PBOlt
Stress-r to o ikons:
Condition P3 / ( (c-d/2) - t) S f,,, pe r sion in longitudinal direction next to bolt)
Condition 2 : P, / (b • t ) <_ ft2 (La I inate cleavage in area in front of bolt)
Condition 3 : Peoft / (2 - (a - d/2) • t) 5 f, (fearing of laminate in front of bolt)
I
Condition 4 : P2 / (d • t) 5 f,.,, (Inclined distribution of compression in front of bolt)
I
Condition 5 : Pears / (d • t) <_ f,1 (Compression of laminate in front of bolt)
f
I
I
Rbetline Composites A/S - Design Manual - Chapter 1- Rev.1 41
fa,v = min {f1,2 + f, - cot(v) ; fa l + ft - tan(v))
Load -bearing Capacity
I
By inserting the following geometric parart eters into Conditions 1-5
a=3.5-d b=1.0-d c=2.0-d
the following can be seen:
Condition 1 Paarc s 720 MPa - t - d
Condition 2 : Peat <_ 240 MPa - t • d
Condition 3 : Pears <_ 150 MPa - t - d
Condition 4: Pmlt <_ 240 MPa - t - d !
Condition 5 : PBan <_ 240 MPa - t - d
i
On this basis the load -bearing capaci ., f,,th it subjected to shearing can be determined to:
150 MPa - t - d, meaning that to d i inate will be a dimensioning factor and that the following
formula:
I
c=2-d I i
allows fQWws of b before Condition 1 becomes critical.
The een thecentre line of the bolts 90e to the force direction is 2 - c = 4 - d or more.
e rseen the centre line of the bolts in the force direction is a + d/2 = 4 - d or more.
e formula below applies to Safety Class, low:
Peort - (150 MPa / 1.7) - t • d = 88.3 MPa - t d N o
�Q
o 1 The formula below applies to Safety Ciassj normal: o _
1
Pg,-(150MPa/1.8)-t-d = 83.4MPa-t-d 3.sd 4d
The formula below applies to Safety Ciassl high: Pu;truside dire"'°"
P 150MPa/2.0)-t•d = 75.OMPa•t•d
Bolt ( Fig.4.2
-i
fibedine Composites A/S -Design Manual - Chapler!1- Rev.1
i
j
j
P
Load -bearing Capacity of Bolts - Shearing in Transverse
Direction (2)
A rough illustration of the distribution of stress in the laminate surrounding a bolt subjected to shearing is given
in Fig. 4.3. 1
The load -bearing capacity of a bolt subjected to shearing will be sufficient if the occurring stresses do not
exceed the relevant strengths. I
Geometry:
a Distance from the centre tine of the bolt to the edge
in the force direction (longitudinal direction)
b Width of area with interlaminar forces in front of the bolt
c Distance from the centre line of the bolt to the edge,
90° to the force direction
I
d Diameter of bolt
v Angle of inclined pressure: tan(v) = [c/244j/[a-b/2]
t Thickness of laminate
Fig_ 4.3
Static Conditions:
P1 = 1/z • Pua - tan(v)
P2 = Peon / (2 - cos(v))
P3 = 1/2 ' Pgon
Stress -related Conditions:
Condition 1 : P c d/2) - t ) S f� (Tension in transverse direction next to bolt)
Condition 2 . , / (b t _ t 1 (Laminate cleavage in area in front of bolt)
Cond ' oh / (2 . (a --d/2) • t) <_ f= t l aring of laminate in front of bolt)
Condit), 4 : P2 / (d - t) 5 fd,,, (inclined distribution of compression In front of bolt)
Condition 5 : Paon / (d . t) s fe,2 (Compression of laminate in front of bolt)
k
c
iear
p p v v p' P.
bn
PN
bR
pultrusion direction
M
Fberline Composites A/s - Design Manual - Chapter 1 - Rev. 1 D
I
fc.„ = min {fc, + ft . cot(v) ; f, 2 + f= - tan(v))
Load -bearing Capacity
I
By inserting the following geometric parameters into the Conditions below
a=2.5-d b=1.0-d f c=2.0-d
the following can be seen:
Condition 1 : PBOR S 150 MPa - t - d
Condition 2 : Pew <_ 768 MPa - t - d
Condition 3 : PBoft <_ 100 MPa - t - d
Condition 4 : PBS <_ 146 MPa - t - d
Condition 5 : Ps,,K <_ 70 MPa • t - d
On the basis hereof the load -bearing capa 11 a subjected to shearing can be determined to:
70MPa -t-d,
meaning that compression of the lamina I ill i ensioning factor and that the following formula:
c=2-d
allows for*Netween
s of ore Condition 1 becomes critical.
The dieen the centre line of the bolts 900 to the force direction is 2 - c = 4 - d or more.
The di . an the centre line of the bolts in the force direction is a + d/2 = 3 - d or more.
The formula below applies to Safety Class low:
PBS<_(70MPa /1.7)-t-d = 41.2MPa -t-d
The formula below applies to Safety Class normal:
PBon5(TO MPa /1.8)-t-d = 38.9MPa -t-!d
The formula below applies to Safety Class I igh:
PB,4<_(70MPa /2.0)-t-d = 35.0MPa -t-id
i
aFbedine composites A/S - Design Manual - Chapter 1 i Rev.1
Fig. 4.4
STRUCTURAL CALCULATION NOTE
CION-V& AVS-In�,
PIPERACK04
Project:
ALLIED NEW TECHNOLOGIES INC
Document NO: ALU-ITEP-S-CAL-001 Revision: 0
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-8-S-MC-002
Customer:
AVS ARGSA I
By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Paae 39 of 65
Form Load
115
'DL+LL+Wr'
from
'DL'
1.0
3
1.0
4
1.0
Form Load
116
'DL+LL-Wr'
from
'DL'
1.0
3
1.0
4
-1.0
Form Load
117
'DL+LL+WL'
from
'DL'
1.0
3
1.0
5
1.0
Form Load
118
'DL+LL-WL'
from
'DL'
1.0
3
1.0
5
-1.0
Form Load
119
'DL+LL+Wr+FF'
from
'DL'
1.0
3
1.0
4
1.0
6
1.0
Form Load
120
'DL+LL-Wr+FF'
from
'DL'
1.0
3
1.0
4
-1.0
6
1.0
Form Load
121
'DL+LL+WL+FF'
from
'DL'
1.0
3
1.0
5
1.0
6
1.0
Form Load
122
'DL+LL-WL+FF'
from
'DL'
1.0
3
1.0
5
-1.0
6
1.0
Form Load
123
'DL+LL+WT-FF'
from
'DL'
1.0
3
1.0
4
1.0
6
-1.0
Form Load
124
'DL+LL-WT-FF'
from
'DL'
1.0
3
1.0
4
-1.0
6
-1.0
Form Load
125
'DL+LL+WL-FF'
from
'DL'
1.0
3
1.0
5
1.0
6
-1.0
Form Load
126
'DL+LL-WL-FF'
from
'DL'
1.0
3
1.0
5
-1.0
6
-1.0
Form Load
127
'DL+Wr'
from
'DL'
0.6
4
1.0
Form Load
128
'DL-WT'
from
'DL'
0.6
4
-1.0
Form Load
129
'DL+WL'
from
'DL'
0.6
5
1.0
Form Load
130
'DL-WL'
from
'DL'
0.6
5
-1.0
LOAD LIST
11 TO 30
STIFFNESS
ANALYSIS
JOINT RELEASES
2 Fore Z
LOAD LIST 111 TO 130
STIFFNESS ANALY,
ODE O*�ALL MEMBERS
D
A36 ALL MEMBERS
�OD TOL
-10.0 ALL MEMBERS
ension : An = 0.85Ag
PF
0.85 ALL MEMBERS
Unbraced length
LZ 6.23
Member existing 2224 73 76 TO 78
LZ 6.60
Member
existing 2123 71 72 74 75 79 TO 82
Ly 8.00
existing 11 12 57 TO 60 61 62
List all members
Member
SUMMARY
YES ALL MEMBERS
LOAD LIST
11 TO 30 111 TO j130
CHECK ALL MEMBERS AS BEAM
STRUCTURAL CALCULATION NOTE
' x-( NV AVS, 1.,_
PIPERACK04
Project: ALLIED NEW TECHNOLOGIES INC
Document N° : ALU-ITEP-S-CAL-001 Revision: 0
Project Name : ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer: AVS ARGSA I
BY:
JCG
Location : FLORIDA - USA
Date :
24-Oct-07 Page :40 of 65
XIV) CODE CHECK - ASD - S ICTION 5 TO 25
* DESIGN TRACE OUTPUT
JOBID - MOD1 TITLE - Modulo 1
** MEMBERS WHICH FAIL ARE MARKED BY TWOIASTERISKS (**) **
MEMBER TABLE LOADING SECTION PROVISION ACTUAL/ SECTION FORCES UNITS
CODE PROFILE NAME LOCATION NAME ALLOWABLE FX/MT FY/MY FZ/MZ STATUS
/ /----------- /----------- /----- i--- /--------- /---------- /---------- /---------- /---------- /---------
1 HEA 123 10I000 H1-3 COM 0.568-1072,112 -6.199E-06 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 1.406 4237.500 2904.262 PASSED
2 HEA 124 10.000 H1-3 COM 0.568-1060.620 -6.199E-06 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.000-4237.500 2904.262 PASSED
3 HEA 124 10.000 H1-3 COM 0.574-1304.931 -6.199E-06 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 3.713-4237.500 2904.262 PASSED
4 HEA 124 10.000 H1-3 COM 0.568-1060.620 -6.199E-06 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.000-4237.500 2904.262 PASSED
5 HEA 124 10.000 H1-3 COM 0.402-125.171 1.362E-05 2.289E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 -0.367-3261.500 1877.762 PASSED
6 HEA 124 10.000 H1-3 COM 0.399 0.000 1.362E-05 2.289E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.000-3261.500 1877.762 PASSED
7 HEA 123 10.000; 1-3 COM 0.399 -3.603 1.362E-05 -2.289E-05 FEET LB
ASD9 HE160A I COMP 0.766 0.677 3261.500 1877.762 PASSED
8 HEA 124 0 00 - COM 0.399 0.000 1.362E-05 2.289E-05 FEET LB
ASD9 HE160A COMP 0.766 0.000-3261.500 1877.762 PASSED
11 A 1 0.000 H1-3 COM 0.410-3249.440-1493.443 0.257 FEET LB
ASD9 HE200'B7 COMP 0.244 0.847 0.530-18261.105 PASSED
2 119 0.000 H2-1 TEN 0.351 1837.009 3776.378 -0.342 FEET LB
HE200A I B7 COMP 0.244 -1.647-80.554 15802.104 PASSED
13 HEA 120 0.000 H1-3 COM 0.158-32.072-2224.468 0.499 FEET LB
ASD9 HE160A 1 B7 COMP 0.153 0.728 -1.117-4190.280 PASSED
I
21 HEA 124 2.830 H1-3 COM 0.446-6177.994 6382.050 133.342 FEET LB
ASD9 HE200A I B7 COMP 0.121 0.000 377.359-18262.145 PASSED
22 HEA 121 0.006 H1-3 COM 0.344-989.870 24.534 1038.822 FEET LB
ASD9 HE160A I B7 COMP 0.145 13.223-3551.197 0.000 PASSED
23 HEA 23 2.830 H1-3 COM 0.277-5188.412-4011.588 1.494 FEET LB
ASD9 HE200A I B7 COMP 0.121 0.000 4.227 11553.738 PASSED
24 HEA 23 3.000 H1-3 COM 0.182-2976.148-1331.193 -2.930 FEET LB
ASD9 HE160A B7 COMP 0.145 1.228 -1.083 4174.209 PASSED
i
51 HEA 126 1.000 F4-1 Y 0.406 5625.656 10009.590 0.000 FEET LB
ASD9 HE200A , B7 COMP 0.031-66.424 0.000-17413.248 PASSED
STRUCTURAL CALCULATION NOTE
AWS, IFl_1(Rr,, PIPERACK04
Project: ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-S-CAL-001 Revision : 0
Project Name: ALLIED NEW TECHNOL061ES # : 1406-8-S-MC-002
Customer: AVS ARGSA I By: JCG
Location : FLORIDA - USA Date: 24-Oct-07 Page Al of 65
52 HEA 121 6.000 H2-1 TEN 0.678 6864.776 9185.791 168.032 FEET LB
ASD9 HE200A B7 COMP 0.183-10.512 1091.213-27261.084 PASSED
53 HEA 121 0.000 H2-1 TEN 0.542 19272.756-10187.034 161.195 FEET LB
ASD9 HE200A I B7 COMP 0.031 3.014 1096.827-17610.922 PASSED
54 HEA 126 1.000 F4-1 Y 0.346 1.807.472 8524.781 -0.868 FEET LB
ASD9 HE200A 1000 B7 COMP 0.031 2.861 -0.868-12407.644 PASSED
55 HEA 26 6H1-3 COM 0.481-7981.897-6633.745 0.000 FEET LB
ASD9 HE200A B7 COMP 0.183 0.657 0.000 20248.260 PASSED
56 HEA 121 0.000 H2-1 TEN 0.368 17547.303-8554.185 0.614 FEET LB
ASD9 HE200A B7 COMP 0.031 -3.864 -1.263-12699.293 PASSED
57 HEA 119 0.000 H1-3 COM 0.404-5913.889-4891.205-15.225 FEET LB
ASD9 HE200A B7 COMP 0.244 0.575 0.000-17168.717 PASSED
58 HEA 24 4.000 H2-1 TEN 0.354 4748.216 3505.638 10.162 FEET LB
ASD9 HE200A I B7 COMP 0.244 -0.263 29.528-15279.145 PASSED
59 HEA 123 0.000 H1-3 COM 0.632-8627.276-8401.843-31.414 FEET LB
ASD9 HE200A I B7 COMP 0.244 2.699 0.000-27018.650 PASSED
60 HEA 124 4.000 H2-1 TEN 0.492 5304.749 4300.630 61.435 FEET LB
ASD9 HE200A i B7 COMP 0.244 0.340 287.611-20971.064 PASSED
61 HEA 124 4.000 H1-3 COM 0.524-191.778-195.609-1201.732 FEET LB
ASD9 HE160A I B7 COMP 0.306 -2.525-5328.769 486.155 PASSED
62 HEA 124 0.000 111-3 COM 0.524-191.778-24.999 1206.858 FEET LB
ASD9 HE160A I B7 COMP 0.306 -2.525-5328.769 486.155 PASSED
63 HEA 130 8.000 H1-3 COM 0.295-1970.077-1600.959 0.096 FEET LB
ASD9 HE160A I B7 COMP 0.306 -0.814 0.770 6662.709 PASSED
64 HEA 119 0.000 H1-3 COM 0.111-615.718-1425.789 -0.130 FEET LS
ASD9 HE160A I B7 COMP 0.153 -0.479 0.000-2815.153 PASSED
65 HEA 123 .000 -3 COM 0.333-1840.118-4347.616 0.000 FEET LB
ASD9 HE160A i COMP 0.153 -1.529 0.000-8436.705 PASSED
71 HEA 26 0 1-3 COM 0.719-12403.748 614.627 11591.232 FEET LB
ASD9 HE200A�NN I B7 COMP 0.121 0.000 11641.411-614.627 PASSED
72 HEA 1.830 H1-3 COM 0.381-5788.191 5249.188-96.594 FEET LB
fA
ASD9 HE200 B7 COMP 0.121-27.794-412.658-15208.399 PASSED
HEA 126 3.000 H1-3 COM 0.534-1567.304 7.091 2877.957 FEET LB
S HE160A B7 COMP 0.145 -3.834 5497.132-21.272 PASSED
,
74 HEA 121 1.00i0 H1-3 COM 0.742-14164.203 775.341-11758.265 FEET LB
ASD9 HE200A B7 COMP 0.121 0.000-11808.445-775.341 PASSED
75 HEA 24 1.830 H1-3 COM 0.541-10525.401 7327.171 203.042 FEET LB
ASD9 HE200A i B7 COMP 0.121 -8.505 602.674-20925.045 PASSED
76 HEA 21 3.000 H1-3 COM 0.536-2390.933 26.371-2761.328 FEET LB
AS09 HE160A I B7 COMP 0.145 -7.579-5421.992-79.112 PASSED
77 HEA 126 3.000 H1-3 COM 0.637-1773.367 -6.304 2060.661 FEET LB
ASD9 HE160A I B7 COMP 0.145 0.000 6575.941 18.912 PASSED
78 HEA 125 3.000 H1-3 COM 0.661-2281.871-25.510-2122.165 FEET LB
ASD9 HE160A I B7 COMP 0.145 0.574-6752.864 76.530 PASSED
11
STRUCTURAL CALCULATION NOTE
� . �# S �
��E vi
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79 HEA 126 1.000 H1-3 COM 0.577-7899.931-448.115 9537.128 FEET LB
ASD9 HE200A B7 COMP 0.121 0.000 9587.308 448.115 PASSED
80 HEA 19 1 830 H1-3 COM 0.417-5181.835-5980.372-70.218 FEET LB
ASD9 HE200A B7 COMP 0.121 0.000-394.954 17129.963 PASSED
81 HEA 121 1 000 H1-3 COM 0.591-8769.075-606.434-9641.787 FEET LB
ASD9 HE200A B7 COMP 0.121 0.000-9691.968 606.434 PASSED
82 HEA 123 1.830 H1-3 COM 0.658-9076.698-9460.731 162.207 FEET LB
ASD9 HE200A B7 COMP 0.121 10.273 558.322 26962.338 PASSED
91 HEA 126 2.085 H1-2 COM 0.549-22818.162 1721.298-165.726 FEET LB
ASD9 HE160A B7 COMP 0.080-34.907-106.602-9645.303 PASSED
92 HEA 121 2.085 H1-2 COM 0.542-22950.139 1598.626 6.836 FEET LB
ASD9 HE160A I B7 COMP 0.080 -1.559 14.562-9650.161 PASSED
93 HEA 126 2.085 H1-3 COM 0.434-18145.545 1240.011 0.868 FEET LB
ASD9 HE160A I B7 COMP 0.080 -0.295 2.350-7656.853 PASSED
94 HEA 121 2.085 H1-3 COM 0.434-18115.869 1125.730 -0.614 FEET LB
ASD9 HE160A I B7 COMP 0.080 0.391 -3.349-7663.583 PASSED
+++++++++++++++++++++++
* END OF TRACE OUTPUT
�3
STRUCTURAL CALCULATION NOTE
i
Project: ALLIED NEW TECHNOLOGIES
INC
Document NI: ALU-ITEP-S-CAL-001 Revision : 0
Project Name: ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer: AVS ARGSA
By:
JCG
Location : FLORIDA - USA
Date:
24-Oct-07 Page :43 of 65
XV) DEFORMATION - SECTION
5 TO 25
#fififififififififi***fififififi*!**fifififififi
*RESULTS OF LATEST ANAL
fifi*fififiifififififififififi*fi#fifififi#N*fi
'
PROBLEM - MOD1 TITLE - Modulo 1
ACTIVE UNITS FEET LB DEG IEGC SEC
**"SUMMARY OF MAXIMUM GLOBAL DISPLACEMENTS****
INDEPENDENT IN EACH COORDINATE
-------------------------*
RESULT.MAXIMUM LOAD JOINT
* X-DISP * 0.239624E-01 21 15
* Y-DISP * -0.223847E-02 26 31
* 7_r11CP * n 7AArr.'lG n-1 1n 120
---------------------------
STRUCTURAL CALCULATION NOTE
PIPERACK 04
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Location : FLORIDA - USA Date: 24-Oct-07 Page :44 of 65
XVI ) REACTION - SECTION 5 TO 25
#*#kkkk««####kk*k*#kkkkk##*k
*RESULTS OF LATEST ANALYSES*
k###***kkkk#*#**#***k#*k##4*
PROBLEM - MOD1 TITLE - Modulo 1
ACTIVE UNITS FEET LB DEG DEGC SEC
--------------------------------------------1-------------------------------------------------------------------
--- LOADING 4 Transverse Wind
---------------------------------------------------------------------------------------------------------------
RESULTANT JOINT LOADS SUPPORTS
JOINT/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOM
1
GLOBAL
-6.2954235
-3281.4643750
-6524.0590820
0.0000000
0.0000000
0.0
2
GLOBAL
0.3593370
3281.4843750
0.0000000
0.0000000
0.0000000
0.0
12
GLOBAL
0.0000000
0.0000000
-652.3000488
0.0000000
0.0000000
0.0
15
GLOBAL
0.0000000
0.0000000
-652.3000488
0.0000000
0.0000000
0.0
21
GLOBAL
-60.8000221
-4698.609 750
-5379.0913086
0.0000000
0.0000000
0.0
22
GLOBAL
27.7708073
789 33 44
-7232.8374023
0.0000000
0.0000000
0.0
23
GLOBAL
51.2848015
60 0
-6044.8237305
0.0000000
0.0000000
0.0
24
GLOBAL
-12.31943Q�
98 ,
9372.3056641
0.0000000
0.0000000
0.0
LOADIN Lon tudinal Wi d
9
NT JOINT LOADS SUPPORTS
J0IT /---------------------FORCE---------------------//-------------------- MOMENT -------------
X FORCE
Y FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
1
GLOBAL
-1262.6961670
0.0363204
-0.0000512
0.0000000
0.0000000
0.0
2
GLOBAL
-136.7521515
0.0363204
0.0000000
0.0000000
0.0000000
0.0
12
GLOBAL
3773.4699707
0.0000000
0.0000000
0.0000000
0.0000000
0.0
15
GLOBAL
3773.4699707
0.0000000
0.0000000
0.0000000
0.0000000
0.0
21
GLOBAL
-10904.6816406
-10636.4257812
-524.4790649
0.0000000
0.0000000
0.0
22
GLOBAL
-11055.5605469
10636.4628906
523.5817261
0.0000000
0.0000000
0.0
23
GLOBAL
-8870.5361328
-6985.0708008
358.8529663
0.0000000
0.0000000
0.0
24
GLOBAL
-8966.8476562
6985.034I680
-357.9557495
0.0000000
0.0000000
0.0
----------------------------------------------
LOADING - 6 Friction
RESULTANT JOINT LOADS SUPPORTS
t ,, r
Q,QNVVE• AV, �,�
STRUCTURAL
CALCULATION NOTE
PIPERACK 04
Project:
ALLIED NEW TECHNOLOGIES INC
Document NO:
ALU-ITEP-S-CAL-001
Revision : 0
Project Name:
ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer:
AVS ARGSA
By:
JCG
Location :
FLORIDA - USA
Date :
24-Oct-07
Page :45 of 65
IFORCE
JOINT/-------------
-------
--------
- ----------//--------------------
MOMENT-------------
X FORCE Y
FORCE
Z FORCE
X MOMENT
Y MOMENT Z
MOM
1 GLOBAL
-128.5296783 O.Q001204
0.0000000
0.0000000
0.0000000
0.0
2 GLOBAL
-1.0379539 0.
001204
0.0000000
0.0000000
0.0000000
0.0
12 GLOBAL
0.0000000 0.8000000
0.0000000
0.0000000
0.0000000
0.0
15 GLOBAL
0.0000000 0.0000000
0.0000000
0.0000000
0.0000000
0.0
21 GLOBAL
-689.2670288-539.5844727
-1.4506825
0.0000000
0.0000000
0.0
22 GLOBAL
-705.7064819 539.5843506
1.4342605
0.0000000
0.0000000
0.0
23 GLOBAL
-703.2256470-500.5961304
-0.6325325
0.0000000
0.0000000
0.0
24 GLOBAL
-712.6731567 500.5962524
0.6489545
0.0000000
0.0000000
0.0
---------------------------------------------------------------------------------------------------------------
--- LOADING -
DL Dead Load
RESULTANT JOINT
LOADS SUPPORTS
JOINT
/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE
Y
FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
1
GLOBAL
0.1596648
1708.4295654
0.0000000
0.0000000
0.0000000
0.0
2
GLOBAL
0.0430124
1126.2536621
0.0000000
0.0000000
0.0000000
0.0
12
GLOBAL
0.0000000
229.9923773
0.0000000
0.0000000
0.0000000
0.0
15
GLOBAL
0.0000000
229.9523773
0.0000000
0.0000000
0.0000000
0.0
21
GLOBAL
62.6834564
742.0568237
88.6728516
0.0000000
0.0000000
0.0
22
GLOBAL
-63.9475174
1491.15124658
161.0882416
0.0000000
0.0000000
0.0
23
GLOBAL
62.6105194
442.4818726
-89.7772522
0.0000000
0.0000000
0.0
24
GLOBAL
-61.5491371
879.8657227
-159.9838409
0.0000000
0.0000000
0.0
6STRUCTURAL CALCULATION NOTE
(' PIPERACK04
04
Project:
ALLIED NEW TECHNOLOGIES INC
Document NO:
ALU-ITEP-S-CAL-001 Revision : 0
Project Name:
ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer:
AVS ARGSA I
By:
JCG
Location :
FLORIDA - USA
Date:
24-Oct-07 Pane dR of R5
XVII) ANCHORAGE - SECTION 5 TO 25
TYPICAL ANCHORING
N = 1.058 kip = 0.480 t (tension)
Q = 7.043 kip = 3.195 t Qx = 2.654 kip Qz = 6.524 kip
Factor coeficient for distance betwe anchorage
hef = 6.30 in = 160 mm
s = 4.72 in = 120 mm
smin = 0.5 * hef = 3.15 in = 80 mm fA = 0.78
scr= 1.5 * hef = 9.45 in = 240 mm
Factor coeficient for distance to edge: traction
c = 5.51 in = 140 mm
cmin = 0.5 * he{ = 3.15 in = 80 mm fRN = 0.75
c, = 1.5 * he{ = 9.45 in = 240 mm
Factor coeficient for distance to edge: Shear (Perpendicular to edge)
c = 7.87 in = 200 mm
Gmin = 0.5 * hef = 3.15 in = 80 mm fry, = 0.81
ccr = 1.5 * her = 9.45 in = 240 mm
Factor coeficient for distance to edge: Shear (Parallel to edge)
c (II) = 5.51 in = 140 mm
Cmin = 0.5 * hef = 3.15 in = 80 mm fry n = 0.78
ca = 1.5 * hef = 9.45 in = 240 mm
na chome = 2
HVA - HILTI Adhesive Anchoraj I 0 = 3/4 "- HAS
fA * fRN = 0.58 -> c 12760 kg x 0.78 = 2139 kg
fA * fRV = .6 -->OJI,urec = 1977 kg x 1.00 = 1977 kg
03 + 0.70 = 0.73
I
i
I'
STRUCTURAL CALCULATION NOTE
QUO KV, . AV' I
F,
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By: JCG
Location :
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Date : 24-Oct-07 Page :47 of 65
TOWER ANCHORING
N = 10.191 kip =
4.623
t
(tension)
Q = 10.877 kip =
4.934
t
Qx =-10.867 kip
Factor coeficient for distance betwen
anchorage
hef = 8.27
in =
210
mm
s = 7.87
in =
200
mm
smin = 0.5 * hef = 4.13
in =
105
mm
s, = 1.5 * hef = 12.40
in =
315
mm
Factor coefficient for distance to edge:
traction
c = 5.51
in =
140
mm
Cmin = 0.5 * hef = 4.13
in =
105
mm
cu = 1.5 * hef = 12.40
in =
315
mm
Factor coeficient for distance to edge:
Shear (Perpendicular to edge)
c = 7.87
in =
200
mm
Cmin = 0.5 * het = 4.13
in =
105
mm
ccr = 1.5 * hef = 12.40
in =
315
mm
Factor coeficient for distance to edge:
Shear (Parallel to edge)
c (II) = 5.51
in =
140
mm
Cmin = 0.5 * hef = 4.13
in =
105
mm
ccr = 1.5 * hef = 12.40
in =
315
mm
anchorage =
2
HVA - HILTI Adhesive 0
0 =
1 "- HAS
fA *fRN = 0.56
reo =
3923
kg x 0.84
fA * fRv 0.4 -->
Vra� =
3516
kg x 1,00
0.35 + 0.34
aL
= 0.69
Qz = -0.471 kip
fA = 0.84
fRN = 0.67
fN i = 0.59
fry ii = 0.71
3278 kg
3516 kg
Auk
7J
STRUCTURAL CALCULATION NOTE
MNVEA S In
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By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Paae aR of R5
XVIII) ANNEX I - FIBERLINE
IGN MANUAL
Fiberline Quality Codex
In the following, an account is given of the print
ensure a high -quality product suitable for most
FJ
behind the production of Fiberline® structural profiles to
�• Matrix
Alow-profile quality, made of either an is htalic polvester or a vinyl ester (with surfacing mat/coatinal.
Low -profile qualities result in:
- profiles with an even, smooth surface
- exact and stable dimensions
- stress -free material without cracks and shrinkage
- increased fatigue strength and impact resistance
Isoahtalic"Polyesters achieve:
- improved mechanical properties
- increased thermal resistance
- improved corrosion and chemical resistance
compared to the cheaper ortho polyesters.
Vinyl Ester
is used in extremely corrosive environments and in surroundings with extreme mechanical Impacts.
Surfacina Mats/Coating
is used for optimum weathering and corrosion resistance.
Fillers
With the exception of fire retardant *or antistatic additives, no fillers are used in as much as fillers used
as a replacement for reinforcing glass fibres would reduce the strength of the profiles. In addition,
fillers would add to the degree of water abs i tion and reduce the corrosion and weathering resistance.
The Design Manual has been based on the follows i g Fiberline® matrix qualities:
P2600 Isophtalic Polyester (sta ard)
P3500 Vinyl ester (stan
P3510 Vinyl ester . - e a Iresistant low profile)
P4210 Mnyi ret t}
P4600" Iso htalic i to 76 PI rt 7: Class 2 (fire retardant)
P4710' ew sic P ter BS476 Part 7: Class 1 and Part 6: Class 0 (fire retardant)
No data • the ca ance.available for thesl qualities at the moment.
If thestq lities a sed in corrosive surroundings, please contact Fiberline Composites A/S for further
.tinfnrm
Fiibedine Composites A/5 -Design Manual - Introduction -Rev. 2
r ,
2. Reinforcement
Fberline profiles are reinforced by means of E-glass in the form of rovings, combined with woven and
complex mats.
The complex reinforcement of the Fi eriine profiles results in
Increased transverse strength
- increased shear strength
- Increased bolt extraction strength
improved resistance to long-term creep
compared to profiles reinforced by means of longitudinal rovings and continuous mats.
3. Mechanical Properties
Minimum modulus of elasticity (bending) (longitudinal direction of profile): 23,000 Mpa
Minimum flexural strength (longitudinal direction of profile): 240 Mpa
4. Glass Content I I
Minimum glass content: 5096 (weight)
5. Fibre Distribution
The fibres are evenly arranged across the cross-section of the profile to ensure an overall uniform
strength.
For more detailed material specifications please refer to Chapter 1: Construction.
i
Fibedine Composites A/s -Design Manual - Introduction - Rev. 2
I
0610 -
r
roject:
roject Name:
ustomer:
ocation :
00NVE, & AV,$ Inc.
ALLIED NEW TECHNOLOGIES INC
ALLIED NEW TECHNOLOGIES
AVS ARGSA
FLORIDA - USA
i STRUCTURAL CALCULATION NOTE
PIPERACK 04
Document NI: ALU-ITEP-S-CAL-001 Revision: 0
# : 1406-8-S-MC-002
By : JCG
Date : 24-Oct-07 pane , 1 of R5
III
I
- I
AVS AiRGSA 5ChV*
j
i Z)l
ALLIED NEW TECHNOLOGIES
Revisions
Rev.
Date
Sheet
Description I
Design
Chek.
Ap.
A
18-Oct-07
Issue for approval I
JCG
JLH
JLH
B
23-Oct-07
Pultrution Provider, geometry of section 4, gulmical anchorage
JCG
JLH
JLH
0
24-Oct-07
For Contruction I
JCG
JLH
JLH
I
GOINVE & AvS In..
Project : ALLIED NEW TECHNOLOGIES INC
Project Name : ALLIED NEW TECHNOLOGIES
Customer: AVS ARGSA
Location : FLORIDA - USA
INDEX:
STRUCTURAL CALCULATION NOTE
PIPERACK 04
I
locument N° : ALU-ITEP-S-CAL-001 Revision: 0
•f 1406-8-S-MC-002
ly : JCG
)ate : 24-Oct-07 Paae : 2 ni
1) INTRODUCTION
11) CODES & STANDARDS j
III) MATERIALS
IV) DEFLECTION LIMITS
V) GEOMETRY
VI) LOAD ANALYSIS
VII) PULTRUDED PIPING SUPPORT
VIII) MODEL - SECTION 1 TO 4
IX) CODE CHECK - ASD - SECTION 1 TO 4
X) DEFORMATION - SECTION 1 TO 4
XI) REACTION - SECTION 1 T
XII) ANCHORAGE- O 1 T
XIII) MODEL -SEC I • T
XIV) CODE CHECK - A - SECTION 5 TO 25
XV) DEFORMATION - SECTION 5 TO 25
XVI) REACTION - SECTION 5 TO 25
XVII) ANCHORAGE - SECTION 5 TO 25
XVIII) ANNEX I - FIBERLINE DESIGN MANUAL
page: 3
page: 3
page : 4
page: 4
page: 5
page: 7
page: 12
page: 14
page: 23
page: 28
page: 29
page: 31
page: 32
page: 40
page: 43
page: 44
page: 46
page: 48
V
00 KV e & AM; 1n'C
I
!
!
I
STRUCTURAL CALCULATION NOTE
PIPERACK 04
Project:
Project Name:
ALLIED NEW TECHNOLOGIES INC
ALLIED NEW TECHNOLOGIES
Document
#l:
N° : ALU-ITEP-S-CAL-001 Revision: 0
1406-8-S-MC-002
Customer:
AVS ARGSA
By:
JCG
Location :
FLORIDA - USA
Date :
24-Oct-07 Page : 3 of 65
I
1) INTRODUCTION
The structure is a pipe rack. It has 2 different sections (1 to 3 and 4 to 25). The first one is has 20'-10" tall, and
se second one has 6'-10" tall. The first one has a fixed point in the section 2 and the second one has a tower
in section 17
Both structure consists of welded steel moment frames and its sections are W pultruded shape for secondary
beams and HEA and IPE shape for rigid frames ( beams and columns).
The moduls was calculated to support gravity load as 1plastic and steel piping and cable tray.
II) CODES & STANDARDS i
The following codes, regulations, and standards will be used in the structural design of the facilities.
Building Code Florida Building Code
Cable Marking ICEA (Insulated Cable Engineers Associa ` )
Chlorine piping Chlorine Institute Pamp I` lets
I
Concrete ACI (American Concret I stitute)
Corrosion NACE (Natio As ociati orrosion Engineers)
Electrical N . �la L al ctc ,aaI Code)
Electrical Compone
U nderwnters Laboratories)
Fire NFPA 72, Fire Alarm Code
NFPA 101, Life Safety Code
NFPA 780
Flanges ANSI standards,
Filament Wound FRP
ASME (American Society Mechanical Engineers)
FRP Materials ASTM (American Society of Testing Materials)
NBS (National Bureau of Standards)
BSVPS (Bureau of Standards Voluntary Products Standards)
Heat Exchangers ASME Section Vill, Divisi In 1, 2004 Edition, 2005
Instrumentation ISA (Instrumentation Society If America)
Mechanical: UMC (Uniform Mechanical Code)
Nuts, Bolts, Fittings & Line Components:
ASTM (American Society of Testing Materials)
SAE (Society of Automotive Engineers)
Painting: SSPC (Steel Structure Pail ting Council)
Personnel Safety: OSHA (Occupational Safety and Health Association)
Public Law 91-596 Occupational Safety and Health Act
Ordinances of the Local Authority having jurisdiction
Piping: ANSI (American National Standards Institute)
Plumbing: UPC (Uniform Plumbing C Ide)
Structural Steel: AISC (American Institute of Steel Construction)
Valves & Fittings: MSS (Manufacturers Standardization Society)
�J
STRUCTURAL CALCULATION NOTE
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I
Tanks and Vessels: ASME (American Society Mechanical Engineers)
API (American Petroleum Institute)
Pressure (Vessel Codes)
Welding: AWS (American Welding Society)
AISC: Specification for Structural Steel Buildings — Allowable Stress Design and Plastic Design.
I
AISC: AISC: Code of Standard Practice for Steel Building and Bridges.
AISC: Structural Steel Detailing.
ASCE 7: Minimum Design Loads l for Buildings and o r s.
ASCE: Wind Loads and Anchor Bolt Des' or Pe the al Facilities.
IBC: International Building e.
AWS D1.1.: American Ze in ocil - ructural Welding Code.
ASTM: America e I ing and Materials.
MASTER-M-PAINT SPECIFIC ON:
Protective Coating Specification For Steel Structures.
III) MATERIALS
Steel : All structural steel, plates and bars.
A36
Yield stress: Fy =
316
ksi =
2533
Kg/cm2
Tensile strength : Fu =
63
ksi =
4433
Kg/cm2
Modulus of elasticity: E =
29026
ksi =
2040745
Kg/cm2
Shear modulus of elasticity: G =
11210
ksi =
788150
Kg/cm'
Anchor Bolts :
Tensile yield
Shear yield
Pustrutions
IV) DEFLECTION LIMITS
- Beams: Deadload
Dead + Live Load
Ft =
Fv =
-Columns: for serviciability we adopted
SERIF 525
ksi = 2531 Kg/cm2
ksi = 703 Kg/cm2
From STRONGWELL
L/360
L 1240
H / 300
STRUCTURAL CALCULATION NOTE
E & A1�S l
{ , ���V PIPERACK 04 g
Project: ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-S-CAL-001 Revision : 0
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-8-S-MC-002
Customer: AVS ARGSA I By: JCG
Location : FLORIDA - USA Date : 24-Oct-07 Page: 5 of 65
V) GEOMETRY
eaas a�7
>�z [�-a+o7 aoaa (ee'-"aa71 aa�e ar—aA7
llE 111E I 141E JJE
ra�1
• Xt#:
a
L
o PLMTA DAMDEM A
1 16 1]$
�•a
CIE IF
F
II[Egli
I� 1
Ebro
VISTA D—D
ESCMti »0
1
PIPE RACK 4
PROPUESTA 2 -ITEP
IE �,awas
'`sot�aa
= pauR,illoa
A
7
e
C
\.A
PASTA F--F
C30" izs
VISTA E—E
CBQ" ins
T ` '
STRUCTURAL CALCULATION NOTE
C NVE�-, 4AV��2• ( PIPERACK04
Project: ALLIED NEW TECHNOLOGIES INC Document NI: ALU-ITEP-S-CAL-001 Revision : 0
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-8-S-MC-002
Customer: AVS ARGSA I By: JCG
Location : FLORIDA - USA Date : 24-Oct-07 Page : 6 of 65
weer ran
a
aou pC-Wn a» W- Un I SM [or -On
B I
JB I
B '
W
�Q�
ER
a
I
SI0.01I00
(I B
i ►leuarloo i
" PLAHTA WDEM A
E30" IM
8MMAM o
'ss
aa�oo
pil
IL
VISTA A -A
fig
PIPE RACK 4
S03CM 4 A 75
PMM 2 — REF
= POUMUDo
as of
VISTA C-C
Cc" 101
VISTA B-B
ESC" ia5
I
1 -•
STRUCTURAL CALCULATION NOTE
Imo.( NYF,: 4 AV, S,- IIn
PIPERACK 04
Project:
ALLIED NEW TECHNOLOGIES INC
Document NO: ALU-ITEP-S-CAL-001 Revision : 0
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-8-S-MC-002
Customer:
AVS ARGSA I
By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Pane ! 7 of 65
VI ) LOAD ANALYSIS
1) Dead Loads :
Cable tray
Sections 1 a 4 Self
Sections 5 a 25 Self
Piping and Support
6" d4=
166.4
4" d4=
115.8
3" d4=
95.8
2" d4=
6
1" d4=.
�A
NOTE: v otal pip
,
S "ti "' a 4 j0pper L
5.00 Ib/ft = 7.44 kg/m
3.00 Ib/ft = 4.46 kg/m
S4 = 3.2
mm, S1 =
4.7
mm, Gs• =
3.00
kg/m
S4 = 2.9
mm, S1 =
5.3
mm, G4. =
1.94
kg/m
&4 =
mm, S1 =
4.3
mm, G3. =
1.54
kg/m
%41
mm, S1 =
4.7
mm, GZ• =
1.10
kg/m
mm, S1 =
3.6
mm, Gl- =
2.50
kg/m
10.24
We =
50.00
kg/m2
i 0
x Ge• =
0.00
Ib/ft =
0.00
kg/m
3
x G4• =
3.92.
Ib/ft =
5.83
kg/m
2
x G3, =
2.07
Ib/ft =
3.09
kg/m
1
x GZ• =
0.74
Ib/ft =
1.10
kg/m
1
x G,. =
1.68
Ib/ft =
2.50
kg/m
7 fines -
I
8.41
Ib/ft =
12.51
kg/m
TOTAL (120%)
10.09
Ib/ft =
15.02
kg/m
Lower Level
2 x G6- =
4.03
Ib/ft =
6.00
kg/m
1 x G4• =
1.31
Ib/ft =
1.94
kg/m
0 x G3• =
0.00
Ib/ft =
0.00
kg/m
2 x G.- =
1.48
Ib/ft =
2.21
kg/m
4 x G1. =
6.71
Ib/ft =
9.98
kg/m
9 lines =
13.53
Ib/ft =
20.14
kg/m
TOTAL (120%)
I
16.24
Ib/ft =
24.16
kg/m
i
STRUCTURAL CALCULATION NOTE
Q0NVE & AVa In1Q, PIPERACK04
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Location : FLORIDA - USA Date : 24-Oct-07 Page : 8 of 65
Sections 5 a 25
Pultruids Self Weight
Steel Self Weight
2) Live Loads:
Cable tray Cables
Piping and Support
6" d4=
166.4
4" d4=
115.8
3" d4=
95.8
\ 2" d4=
68.8
1" d4=
37.8
NOTE: Minimum total pipe
Sections 1 a 4 Upper Le
Sections 5 a 25
2
x Gs, =
4.03
Ib/ft =
6.00
kg/m
1
x G4. =
1.31
Ib/ft =
1.94
kg/m
0
x GT =
0.00
Ib/ft =
0.00
kg/m
2
x G2• =
1.48
Ib/ft =
2.21
kg/m
4
x G1= =
6.71
Ib/ft =
9.98
kg/m
9 lines
13.53
Ib/ft =
20.14
kg/m
TOTAL (120%) 16.24
Ib/ft =
24.16
kg/m
28.16
lb =
12.77
kg
1.00
lb =
0.45
kg
11.44 Ib/ft = 17.02 kg/m
mm, S4 =
3.2
mm, S1 =
4.7
mm, P6. =
21.38
kg/m
mm, S4 =
2.9
mm, S1 =
5.3
mm, P4• =
9.31
kg/m
mm, S4 =
2.9
mm, S1 =
4.3
mm, P3• =
6.24
kg/m
mm, S4 =
2.9
mm, S1 =
4.7
mm, PT =
2.71
kg/m
m, S4 =
2.9
m, S1 =
3.6
mm, Pi- =
0.58
kg/m
loa •
0.24
Ib/ft2 =
50.00
kg/m2
vel
x Ps. =
0.00
Ib/ft =
0.00
kg/m
3
x P4• =
18.77
Ib/ft =
27.94
kg/m
2
x P3• =
8.39
Ib/ft =
12.49
kg/m
1
x PZ• =
1.82
Ib/ft =
2.71
kg/m
1
x P,. =
0.39
Ib/ft =
0.58
kg/m
7 lines
=
29.37
Ib/ft =
43.71
kg/m
TOTAL (120%)
vel
35.25
Ib/ft =
52.46
kg/m
2
x Ps• =
28.73
Ib/ft =
42.75
kg/m
1
x P4. =
6.26
Ib/ft =
9.31
kg/m
0
x P3• =
0.00
Ib/ft =
0.00
kg/m
{ 2
x P2• =
3.64
Ib/ft =
5.42
kg/m
! 4
x P,• =
1.56
Ib/ft =
2.32
kg/m
9 lines =
40.18
Ib/ft =
59.80
kg/m
TOTAL (120%)
48.22
Ib/ft =
71.76
kg/m
1 2
x P6• =
28.73
Ib/ft =
42.75
kg/m
1 1
x P4•=
6.26
Ib/ft =
9.31
kg/m
0
x P3. =
0.00
Ib/ft =
0.00
kg/m
2
x P2' =
3.64
Ib/ft =
5.42
kg/m
4
x P,. =
1.56
Ib/ft =
2.32
kg/m
i 9 lines
40.18
Ib/ft =
59.80
kg/m
TOTAL (120%) 48.22 Ib/ft = 71.76 kg/m
iSTRUCTURAL
CALCULATION NOTE
PIPERACK04
Qr, NV,E AV n
Project:
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Document NO: ALU-ITEP-S-CAL-001 Revision: 0
Project Name :
ALLIED NEW TECHNOLOGIES
# : 1406-8-S-MC-002
Customer:
AVS ARGSA I
By: JCG
Location :
FLORIDA - USA
Date : 24-Oct-07 Page : 9 of 65
3) Friction Load
Friction coeficient
steel - steel 0.3
4) Wind Load:
ASCE 7 - 05
Basic wind speed:
V = 150 mph = 241 km/h
Structure type:
Open Signs and Lattice Framework
Wind directionality factor:
kd = 0.85 Use only with loading combinations
Nature of occupancy:
Occupancy Category:
III
Hurricane Prone Region:
Hurricane Prone Regions with V>100 mph
Importance Factor:
1.15
Exposure category:
C
Section 1 to 3
Velocity pressure exposure coefficient:
Topographic factor:
Gust effect Factor:
i
it
1
1.22 m
2.44 m
kZ = 0.91
kzt = 1
G= 1
20.00 It
6.096 m
0.911 m
0.911 m
t
I
GQ NV E, 4, Ay� t ri.q.
STRUCTURAL CALCULATION NOTE
PIPERACK 04
Project:
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Document N° : ALU-ITEP-S-CAL-001 Revision: 0
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-8-S-MC-002
Customer:
AVS ARGSA I
By: JCG
Location :
FLORIDA - USA
Date : 24-Oct-07 Page :10 of 65
Velocity Pressure:
qz = 51.22 Ib/ftZ = 250 kg/m2
Enclosure Clasification:
Open Buildings
Internal Pressure Coefficient;
GCPi = 0
Wind direction N
Element
Column
Column
Longitudinal Beam
Longitudinal Cable Tray Bea
Cable Tray
Upper Piping
Lower Piping
Quantity L =Lenghl
a
Af
ft
ft
ftZ
2
17.83
0.79
28.08
2
3.00
0.52
3.15
2
20.00
0.52
21.00
1
20.00
0.52
10.50
1
20.00
0.33
6.56
1
20.00
0.42
8.33
1
20.00
0.58
11.67
89.29
Ratio Solid area to gross areal e = 0.25
Wind direction E
Element
Quantity L =Lenghl
a
Af
ft
ft
ftZ
Column
2 17.83
0.66
23.40
Column
2 3.00
0.52
3.15
Transverse Beam
8.00
0.66
15.75
Transverse Cable Tray Beam 1 4.00
0.39
1.57
I1
43.88
Ratio Solid area to c
Transverse Steel Bt
Transver 'd
S ' to 25
N 6.83 ft
v ono ..
2
5
I
Velocity pressure exposure coeficient:
I
Topographic factor:
Gust effect Factor: I
Velocity Pressure:
i
Enclosure Clasification:
I
i
I
e = 0.31
4.00 0.52 4.20
8.00 0.50 20.00
1.22 m
C, F=%.G.Af. Cf
1.8
Flat -sided
2589
Ib
1.8
Flat -sided
290
lb
1.8
Flat -sided
1936
lb
1.8
Flat -sided
968
lb
1.8
Flat -sided
605
lb
1.8
Flat -sided
768
lb
1.8
Flat -sided
1076
lb
F =
8232
lb
Cf F=gz.G.Af. Cf
1.6
Flat -sided
1918
lb
1.6
Flat -sided
258
lb
1.6
Flat -sided
1291
lb
1.6
Flat -sided
129
lb
F =
3596
lb
1.6
Flat -sided
344
lb
1.6
Flat -sided
1639
lb
20.00 ft
8 ft
2.44 m 4---6.096 m
kZ = 0.85
kn = 1
G= 1
qz = 47.80 Ib/ft2 = 233 kg/m2
Open Buildings
0.911 m
r
't STRUCTURAL CALCULATION NOTE
®Q NV E
AM,5i I fl.S, PIPERACK 04
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Project Name: ALLIED NEW TECHNOLOGIES # : 1406-8-S-MC-002
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Location : FLORIDA - USA Date : 24-Oct-07 Page :11 of 65
Internal Pressure Coefficient: GCP; = 0
Wind direction N
Element
Column
Column
Longitudinal Beam
Longitudinal Cable Tray Bee
Cable Tray
Piping
Quantity L=Lenght
a
Af
Cf
F = % . G . Af. Cf
ft
It
ft2
2
3.83
0.66
5.03
1.6
Flat -sided
385
lb
2
3.00
0.52
3.15
1.6
Flat -sided
241
lb
1
20.00
0.52
10.50
1.6
Flat -sided
803
lb
rr 1
20.00
0.52
10.50
1.6
Flat -sided
803
lb
1
20.00
0.33
6.56
1.6
Flat -sided
502
lb
1
20.00
0.58
11.67
1.6
Flat -sided
892
lb
47.41
F =
3625
lb
Ratio Solid area to gross area
Wind direction E I
Element
Column
Column
Transverse Beam
Transverse Cable Tray Beam
Ratio Solid area to gross are;
Transverse Steel Beam
Transverse Pultruid Beam
E = 0.62
Quantity L =Lenghl
a
Af
Cf
F = q� . G . A,. Cf
ft
ft
ft2
2 3.83
0.66
5.03
1.6
Flat -sided
385
lb
2 3.00
0.52
3.15
1.6
Flat -sided
241
lb
1 8.00
0.66
5.25
1.6
Flat -sided
401
lb
1 4.00
0.52
2.10
1.6
Flat -sided
161
lb
15.53
F =
1188
lb
J+I e =
0.51
0.52
4.20
1.6
Flat -sided
321
lb
1 9 8.0
0.50
20.00
1.6
Flat -sided
1529
lb
i II
STRUCTURAL CALCULATION NOTE
PIPERACK 04
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# :
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By:
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Location : FLORIDA - USA
Date :
24-Oct-07 Pa e12 of 65
VII) PULTRUDED PIPING SUPPORT
1 - Longitudinal
2 - Transversal
psi
Kg/cm2
psi Kg/Cm2 psi Kg/Cm2
Flexure Strength fb 34809
2447
14504 1020
Tensile Strength ft 34809
2447
7252 510
Compressive Strength f. 34809
2447
10153 714
Shear Strength
f,
Modulus of Elasticity
E
Modulus of Elasticy
G
Poison's ratio
V
Flexiral Stress
6b
Tensile Stress
at
Compressive Stress
Qe
Shear Stress
i
Stifnesses
Ym,E
Strenghts
Ym,f
3626
255
3335867
234535
1232820
86676
435113
30591
0.23
0.09
19580
1377
7252
510
19580
1377
3626
255
19580
1377
7252
510
2466 173
1.7 1.9 2.1
a�7 1.8 2.0
l;,
.All Sections
;`'. :.
.load l
,loa 2f
I a¢ Z1
'`aoad :-
"Toad 5,:
`+`load 6.1.
load.? ;:
=load 8 ;'
.load.'9 <.
TRANSWBEAM.
P lb_
L =
7.060 ' ft
xp ft
q =
10.2 We
q lb/ft
4.2151
8
xi ft
001
U. 0
infl. = 3:33 ft
N =
-283, lb
xf
7.%0
000
Ma=
0.00 Ibft
L
Mb =
0.00, Ibft
4Mf4
0
1.6
Ra =
206 lb
6
xMmax =
3.50
ft M =
max
360.35
Ibft
Rb =
206 lbl
0.125
K.
1.00
6Nmax -
73
psi
K =
0.5
Ky
1.00
C Ndesign =
3497
psi
1.00
A =
3.9
in'
Kx L / rx I
34
6Mmax =
49
psi
Ak =
1.6
in'
Ky L / ry =
128
6Mdesip =
17405
psi
rx =
2.5
in
Qty =
1
I
ry =
0.7
in
Profile
1160X80X8
Kam -,
0.01302
6vmax =
130
psi
I. =
23.2
in'
Ksv =
0.125
6vdesiga =
1813
psi
lyy =
1.7
in'
=i
0.00
in < U1000
W. =
7.4
in'
Tensile verification: OK - 0.1
W, =
1.1
in'
STRUCTURAL CALCULATION NOTE
t.`� �C F4 AV
PIPERACK 04
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Document N° : ALU-ITEP-S-CAL-001 Revision : 0
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# : 1406-8-S-MC-002
Customer:
"S ARGSA I
By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Pa e't3 of 65
Bolting:
a = 1.18
"
0 o
b = 0.5
Angle of inclinated pressure:
�" �""I —"`"
c = 0.79
"
_
d = 0.5
"
v= 0.51 rad
t= 0.31
"
nboft = 2
t+OLT
Characteristic Strengths
Pbon = 103.0 lb
l*T
ft., = 240
MPa
Static Condition:
.La
fo,l = 240
MPa
P, = 28.7 lb
8
pa P v
V P� Pa
f�,s = 50
MPa
'
Pz = 58.9 lb
I-S
"
t]!2'
fo,2 = 70
MPa
P3 = 51.5 lb
f, = 25
MPa
Puftrusion direction
f� 84
MPa
Stress Conditions
-related
Load -bearing Capacity
C1 2.1 MPa <
I50 MPa
103.0 lb < 3426.09 lb
C2 1.3 MPa < 2I 0 MPa
103.0 lb < 17541.6 lb
C3 1.2 MPa < 25 MPa
103.0 lb < 2284.06 lb
C4 2.6 MPa < 14 MPa
103.0 lb < 3311.88 lb
C5 4.5 MPa < `70 MPa
103.0 lb < 1598.84 lb
I
Pultrusion designed with the
"DESIGN MANUAL" provided by
FIBERLINE COMPOSITEIA/= .
We use the Fiberline matrix quality
P2600 and structural, Ae
om FIBERLINE COMPOSITE A/S.
} STRUCTURAL CALCULATION NOTE
} Q Nve 4 A IP:, PIPERACK 04
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Location : FLORIDA - USA Date : 24-Oct-07 Page :14 of 65
VIII) MODEL - SECTION 1 TO 4
STRUCTURE DESIGN SOFTWARE: GTSTR I DL Version 28.0, January/2005 - License N° 681-13
GEORGIA INSTITUTE OY TECHNOLOGY - AYiLANTA - GEORGIA
STRUCTURAL CALCULATION NOTE
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Location : FLORIDA - USA Date : 24-Oct-07 Page *16 of 65
Y N-IX
Beams
13
12
IE
Y
GTSTRUDLIN
$ 0CENTIG
STRUDL $ UNITS DEFINI kUNITS -FT
MATERIA
$ Structure
Wpe
TYPE Space Frame
JOINT COORDINATES
$ Node
x
y
z
1
0.000
6.837
0.000
2
7.999
6.837
0.000
3
0.000
13.839
0.000
4
7.999
13.839
0.000
5
0.000
16.837
0.000
6
3.999
16.837
0.000
7
7.999
16.837
0.000
8
0.000
19.836
0.000
9
3.999
19.836
0.000
10
0.000
0.000
0.000
11
7.999
0.000
0.000
12
0.000
6.837
13.333
13
7.999
6.837
13.333
14
0.000
13.839
13.333
STRUCTURAL CALCULATION NOTE
tQ Vt; 4= 1' PIPERACK 04
'�'w
Project: ALLIED NEW TECHNOLOGIES INC Document NO:
Project Name : ALLIED NEW TECHNOLOGIES # :
Customer: AVS ARGSA I By:
Location : FLORIDA - USA I ^.#�
15 7.999 13.839 13.333
16 0.000 16.837 13.333
17 3.999 16.837 13.333
18 7.999 16.837 13.333
19 0.000 19.836 13.333
20 3.999 19.836 13.333
21 0.000 0.000 13.333
22 7.999 0.000 13.333
23 0.000 6.837 33.333
24 7.999 6.837 33.333
25 0.000 13.839 33.333
26 7.999 13.839 33.333
27 0.000 16.837 33.333
28 3.999 16.837 33.333
29 7.999 16.837 33.333
30 0.000 19.836 33.333
31 3.999 19.836 33.333
32 0.000 0.000 33.333
33 7.999 0.000 33.333
34 0.000 6.837 53.333
35 7.999 6.837 53.333
36 0.000 13.839 53.333
37 7.999 13.839 53.333
38 0.000 16.837 53.333
39 3.999 16.837 53.333
40 7.999 16.837 53.333
41 0.000 19.836 53.333
42 3.999 19.836 53.333
43 0.000 0.000 53.333
44 7.999 0.000 53.333
45 0.000 13.839 23.333
46 7.999 13.839 23.333
47 0.000 6.837 73.333
48 7.999 6.837 73.333
49 0.000 13.839 73.333
50 7.999 13.839 73.333
51 0.000 16.837 73.333
52 3.999 16.837 73.330
53 7.999 16.837 3
54 0.000 19.836 73.3
55 3.999 19. 6 73.3 +
56 0.00 0.
57 7.99 0 00 73.333
$ Rigid suported join
STATUS SUPPOR JOINT 10 11 21 22,3,
$ Releases of permited displacement direction
JOINT RELEASES
10 11 2122 32 33 43 44 56 57 Moment X
i
MEMBER INCIDENCES
$ Member P Node 1 Node 2
1 1 2
2 3 4
3 5 6 I
4 6 7
5 8 9
6 10 1
7 1 3
8 3 5
9 5 8
10 6 9
11 11 2
12 2 4
13 4 7
14 12 13
33 43 44 56 57
Moment Z
ALU-ITEPS-CAL-001 Revision : 0
1406-8-S-MC-002
JCG
24-Oct-07 Paoe :17 o
r n v v
O (4
W W ON CCT A W CCT CT CT CT CT T TAW W W W W NNNNNN7
yo -4 -4 V VV CA T W 0O»A CT T
0 CA CT A W N O CO W -4 0) CT A W N CD CO W -4 TC? W N O W W -4 CCT A W N CD
CT A A A N A N N W A s W N W
s V A NW W co A (.0 co co W A A W W W W N N WNN N W W N N N N
(O -4 0)NUt — O— NOOW(O Om-4 W CT T T -4 CA W W M AW W W T A T 4 W W -4 CT W N CD W -4 CT W WN
CT (n A W A WA N W N N NW NN V
0_:A
N O W W CD N CA C, OWCO -"4 CCT O -4 UI NW A A N O O -4 T co m 4 O -4 CA WW W 0) -9W0A0 Co -4 Ol r r
D m m
D O Z Z
IL 8
C CO)
W
D 2 2
O O
00
Z
n
000�v
w �< • • O
c
3
w
Z
0
NC. D
oG) OOi C
w 00 -�
V k •m0
ci �
o n'
N
O
'9 N
w <
tD N
O
o, ocn
C`f
GQ NV E & Au5 1_]11,�
Project:
ALLIED NEW TECHNOLOi
Project Name:
ALLIED NEW TECHNOLO1
Customer:
AVS ARGSA
Location :
FLORIDA - USA
84 52
53
85 54
55
86 56
47
87 47
49
88 49
51
89 51
54
90 52
55
91 57
48
92 48
50
93 50
53
94 49
36
95 50
37
96 51
38
97 53
40
98 54
41
99 55
42
MEMBER RELEASES
53 56 57 60
9495
61 to 66
9697
67 to 72
9899
5458
5559
910
2223
3536
4752
8990
OUTPUT AND INPUT LONG PROFILE NAMES
$ Member Properties
I&
$ Member
Type Do
MEMBER 1 14 27 40
81 RO I
STRUCTURAL CALCULATION NOTE
PIPERACK 04
INC Document NO: ALU-ITEP-S-CAL-001 Revision: 0
# : 1406-8-S-MC-002
By: JCG
Date : 24-Oct-07 PaOe :19 n1
START MOM Y Z
START MOM Y Z
START MOM Y Z
START MOM Y Z
END MOM Y Z
START MOM Z
START MOM Z
START MOM Z
START MOM Z
START MOM Z
MEMBER 2 15 28 41 82
ROP TIES T
MEMBER 3 4 16 17 < 83
OPE TIES T
MEMBER 5 18 3144
OPERTIE1S T
MEMBER 53 60 94 95
PROPERTIES T
MEMBEIj61 66
PROPERTIES T
MEMBER 2 899
PROPERTIES T
m e 6t�8 11 to 13
M 910
MEMBER 19 to 21 24 to 26
MEMBER 22 23
MEMBER 32 to 34 37 to 39
MEMBER 35 36
MEMBER 45 to 47 50 to 52
MEMBER 48 49
MEMBER 86 to 88 91 to 93
MEMBER 8990
MEMBER 73 to 76
$ CONSTANTS
$ BETA 90
$ LOADS DEFINITION
PROPERTIES T
PROPERTIES T
i
PROPERTIES T
PROPERTIES T
PROPERTIES T
i
PROPERTIES T
PROPERTIESI T
PROPERTIESI T
PROPERTIES T
PROPERTIES T
I
PROPERTIES)T
MEMBER
i
Table
HEA
HEA
HEA
IPE
HEA
HEA
HEA
HEA
WE
HEA
IPE
HEA
IPE
HEA
IPE
HEA
IPE
HEA
END MOM Y Z
END MOM Y Z
END MOM Y Z
Section
HE200A
HE200A
HE200A
IPE160
HE160A
HE160A
HE160A
HE240A
IPE160
HE240A
IPE160
HE240A
IPE160
HE240A
IPE160
HE240A
IPE160
HE160A
S columns
$K
CONVE & Au
Project:
ALLIED NEW TECHN(
Project Name:
ALLIED NEW TECHN(
Customer:
AVS ARGSA
Location :
FLORIDA - USA
STRUCTURAL CALCULATION NOTE
PIPERACK 04
i
lbIES INC Document N° : ALU-ITEP-S-CAL-001 Revision : 0
1
,GIES # : 1406-8S-MC-002
By: JCG
Date: 24-Oct-07 Page x0 of
i
$ Structure dead load
SELF WEIGHT
1 'self weight'
$ LOAD CASE 2
LOAD 2
'Dead Load'
MEMBERLOADS
$ Cable tray
67 to 72 98 99
=ORCE Y GLOBAL UNIFORME
518314.85
=ORCE Y GLOBAL UNIFORME
$ Piping and Support
$ Upper Level
61 to 66 96 97
=ORCE Y GLOBAL UNIFORME
3416178384
=ORCE Y GLOBAL UNIFORME
$ Lower Level
53 to 60 94 95
=ORCE Y GLOBAL UNIFORME
21528482
=ORCE Y GLOBAL UNIFORME
$ Steel Self Weight
67 to 72 98 99
=ORCE Y GLOBAL UNIFORME
$ Pultruids Self Weight
61 to 66 96 97
=ORCE Y GLOBAL UNIFORME
53 to 60 94 95
=ORCE Y GLOBAL UNIFORME
$ LOAD CASE 3
LOAD 3
'Live Load'
MEMBERLOADS
$ Cable tray
67 to 72 98 99
=ORCE Y GLOBAL UNIFORME
518 31 4. 85
P' ' S
=ORCE Y GLOBAL UNIFORMS
dead load direction
DIR -Y ALL MEMBERS
W -6.25 $ Ib/ft
W -20.83 $ Ib/ft
W -4.20
$ Ib/ft
W -4.20
$ Ib/ft
W -6.76
$ Ib/ft
W -6.77
$ Ib/ft
W -0.05
$ Ib/ft
W -3.52
$ Ib/ft
W -3.52
$ Ib/ft
W -14.30 $ Ib/ft
W -47.65 $ Ib/ft
$ aping and upport
$ Upper Level
61 to 66 96 97 =ORCE Y GLOBAL UNIFORM
3416178384 =ORCE Y GLOBAL =FOR
$ Lower Level
53 to 60 94 95 =ORCE Y GLOBAL UNI O W
21528482 =ORCE Y GLORAI UNIF M W
$ LOAD CASE 4
LOAD 4 Tr Wind'
MEMBER LOADS
$ Longitudinal Beam
$ Upper Lev
61 to 66 9 O E X GLOBAL UNIFORMS
$ Lower Level
53 to 60 94 t =ORCE X GLOBAL UNIFORME
$ Column
6 to 8 11 to 13 FORCE X GLOBAL UNIFORME
19 to 2124 to 26 FORCE X GLOBAL UNIFORME
32 to 34 37 to 39 FORCE X GLOBAL UNIFORME
45 to 47 50 to 52 FORCE X GLOBAL UNIFORME
86 to 88 91 to 93 FORCE X GLOBAL UNIFORME
910 FORCE X GLOBAL UNIFORME
2223 FORCE X GLOBAL UNIFORME
3536 FORCE X GLOBAL UNIFORME
4849 FORCE X GLOBAL UNIFORME
8990 FORCE X GLOBAL UNIFORME
1
$ LOAD CASE 5 j
LOAD 5 'Longitudinal Wind'
MEMBERLOADS
$ Transverse Beam
1 14 27 4181 FORCE Z GLOBAL UNIFORME
21528482 FORCE Z GLOBAL UNIFORME
3416178384 FORCE Z GLOBAL UNIFORME
5 18 31 4- 85 FORCE Z GLOBAL UNIFORME
$ Column
II
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
-29.92 $ Ib/ft
-29.93 $ Ib/ft
-27.36 $ Ib/ft
-27.37 $ Ib/ft
86.81 $ Ib/ft
102.17 $ Ib/ft
72.59 $ Ib/ft
72.59 $ Ib/ft
72.59 $ Ib/ft
72.59 $ Ib/ft
72.59 $ Wit
48.39 $ Ib/ft
48.39 $ Ib/ft
48.39 $ Ib/ft
48.39 $ Ib/ft
48.39 $ Ib/ft
53.77 $ Ib/ft
53.77 $ Ib/ft
53.77 $ Ib/ft
32.26 $ Ib/ft
Load (Ib/ft)
12.50
12.50 6.67
Load (lb/ft)
10.09
10.09 3.33
16.24
16.24 3.33
1.00 2
Load (lb)
28.16 5
28.16 5
Load (lb/ft)
28.59 28.59
28.59 6.67
Load (lb/ft)
71.84 35.25
71.84 3.33
65.69 48.22
65.69 3.33
Load (ib/ft)
86.81
102.17
72.59
72.59
72.59
72.59
72.59
48.39
48.39
48.39
48.39
48.39
Load'(Ib/ft)
53.77
53.77
53.77
32.26
65
4
8
8
20
20
20
40.96
4
81.93
8
81.93
8
1
STRUCTURAL CALCULATION
NOTE
PIPERACK04
Project:
ALLIED NEW TECHNOLOGIES INC
Document N° :
ALU-ITEP-S-CAL-001 Revision : 0
Project Name:
ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer:
AVS ARGSA
By:
JCG
Location :
FLORIDA - USA
Date:
24-Oct-07
Page :21 of 65
6 to 8 11 to 13
FORCE Z GLOBAL UNIFORME
W
53.77
$ Ib/ft
53.77
19 to 21 24 to 26
FORCE Z GLOBAL UNIFORME
W
53.77
$ Ib/ft
53.77
32 to 34 37 to 39
FORCE Z GLOBAL UNIFORME
W
53.77
$ Ib/ft
53.77
45 to 47 50 to 52
FORCE Z GLOBAL UNIFORME
W
53.77
$ Ib/ft
53.77
86 to 88 91 to 93
FORCE Z GLOBAL UNIFORME
W
53.77
$ Ib/ft
53.77
910
FORCE Z GLOBAL UNIFORME
W
43.02
$ Ib/ft
43.02
2223
FORCE Z GLOBAL UNIFORME
W
43.02
$ Ib/ft
43.02
3536
FORCE Z GLOBAL UNIFORME
W
43.02
$ Ib/ft
43.02
4849
FORCE Z GLOBAL UNIFORME
W
43.02
$ Ib/ft
43.02
8990
FORCE Z GLOBAL UNIFORME
W
43.02
$ Ib/ft
43.02
JOINT LOADS
$ Transverse Beam
891920 5455
FORCE Z
129.05
$ lb
341415 4950
FORCE Z
614.62
$ Ib
$ LOAD CASE 6
LOAD 6
'Friction'
MEMBERLOADS
$ Piping and Support `
$ Upper Level
61 to 66 96 97
FORCE Z GLOBAL UNIFORME
W
10.24 $ Ib/ft
81.93
3416178384
FORCE Z GLOBAL UNIFORME
W
10.24 $ Ib/ft
81.93 3.33
$ Lower Level
53 to 60 94 95
FORCE Z GLOBAL UNIFORME
W
10.24 $ Ib/ft
81.93
21528482
FORCE Z GLOBAL UNIFORME
W
10.24 $ Wit
81.93 3.33
$ COMBINATIONS OF FACTORED
$
Form Load 'DL'
DS ( IBC-Z000 )
Load
Factor
Load
Factor
Load
Factor Load Factor
'Dead Load'
from
1
1.0
2
1.0
Form Load 11 'DL' from 1.0
Form Load 12 'DL+ L- m 'DL' 1.0 3 1.0
Form Load 1 j L+LL+FF' from 'DL' 1.0 3 1.0 6 1.0
Form Load 'D LL-FF' from 'DL' 1.0 3 1.0 6 -1.0
For a 1 'DL+LL+WT' from 'DL' 1.0 3 1.0 4 1.0
For oad 16 'DL+LL-WP from I'DL' 1.0 3 1.0 4 -1.0
i
Form Load 17 'DL+LL+WL' from j DL' 1.0 3 1.0 5 1.0
Form Load 18 'DL+LL-WL' from 'DL' 1.0 3 1.0 5 -1.0
i
Form Load 19 'DL+LL+WT+FF' from ',DL- 1.0 3 1.0 4 1.0 6 1.0
Form Load 20 'DL+LL-WT+FF' from 'DL' 1.0 3 1.0 4 -1.0 6 1.0
1
Form Load 21 'DL+LL+WL+FF' from 'DL' 1.0 3 1.0 5 1.0 6 1.0
Form Load 22 'DL+LL-WL+FF' from 'DL' 1.0 3 1.0 5 -1.0 6 1.0
I
Form Load 23 'DL+LL+WT-FF' from 'DL' 1.0 3 1.0 4 1.0 6 -1.0
i
Form Load 24 'DL+LL-WT'-FF' from 'DL' 1.0 3 1.0 4 -1.0 6 -1.0
Form Load 25 'DL+LL+WL-FF' from 'DL' 1.0 3 1.0 5 1.0 s -1.0
Pr
Pr
Cu
ICI
I
oject :
ALLIED NEW TECHNOLOGIE
oject Name:
ALLIED NEW TECHNOLOGIE
stomer :
AVS ARGSA I
cation :
FLORIDA - USA
Form Load 26
'DL+LL-WL-FF' from I
Form Load 27
'DL+WT' from
Form Load 28
'DL-WT' from I
Form Load 29
I
'DL+WL' from I
Form Load 30
'DL-WL' from
STIFFNESS ANALYSIS I
LIST REACTIONS JOINTS EXISTING
CHECK MEMBERS
PARAMETERS
CODE ASD9 ALL MEMBERS
STEELGRD A36 ALL MEMBE
CODETOL -10.0 ALL MEMBE
$ Tension: An = 0.85Ag
PF 0.85 ALL MEM i E
$ Unbraced length
Ly 13.00 Member ezis
FrLz 2.00 Member exis
$ List all members I
SUMMARY YES ALL MEMBE
IC
LOAD LIST 11 to 30 „p
CHECK ALL MEMBERS AS B �
I
�00
)��d
STRUCTURAL CALCULATION NOTE
PIPERACK 04
INC
Document N° :
ALU-ITEP-S-CAL-001 Revision : 0
# :
1406-8-S-MC-002
By:
JCG
Date :
24-Oct-07 Page *22 of 65
DL'
1.0 3
1.0 5 -1.0 6 -1.0
DL'
0.6 4
1.0
DL'
0.6 4
-1.0
DL'
0.6 5
1.0
DL'
0.6 5
-1.0
6711 12 19 20 24 25 32 33 37 38 45 46 50 51 86 87 91 92
611 19 24 32 37 45 50 8691
r�
STRUCTURAL CALCULATION NOTE
& AV �[1j�
PIPERACK 04
Project: ALLIED NEW TECHNOLOGIES INC
Document NO: ALU-ITEP-S-CAL-001 Revision: 0
Project Name: ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer: AVS ARGSA I
By:
JCG
Location : FLORIDA - USA
Date :
24-Oct-07 Page :23 of 65
IX) CODE CHECK - ASD - SECTION 1 TO 4
* DESIGN TRACE OUTPUT
JOBID - PR-04 TITLE - Rack
** MEMBERS WHICH FAIL ARE MARKED BY TWO
ISKS (**) **
MEMBER TABLE LOADING SECTION PROVISION ACTUAL/ SECTION FORCES UNITS
CODE PROFILE NAME LOCATION NAME ALLOWABLE FX/MT FY/MY FZ/MZ STATUS
- --------------------- ------ ,---------- /---------- /---------- /---------- /---------
1 HEA 24 0.000 H2-1 TEN 0.397 30.772-4736.833 7.835E-04 FEET LB
ASD9 HE200A I B7 TEN 0.163 2.942E-04 -0.364-18631.533 PASSED
2 HEA 23 7.999 H2-1 TEN 0.188 257.574 2360.651 40.955 FEET LB
ASD9 HE200A I B7 TEN 0.163 -8.316E-04 0.360-8739.161 PASSED
3 HEA 24 0.000 H1-3 COM 0.120 .-218.853-1670.512-40.935 FEET LB
ASD9 HE200A I B7 COMP 0.122 0.053 0.038-5550.398 PASSED
4 HEA 23 4.000 H1-3 COM 0.125-441.496 1780.997 40.938 FEET LB
ASD9 HE200A I B7 COMP 0.122 -0.059 0.002-5736.982 PASSED
5 IPE 21 1.999 H1-3 COM 0.036-22.803 0.026 26.358 FEET LB
ASD9 IPE160 I B7 COMP 0.331 51.671 64.366 89.678 PASSED
6 HEA 24 6.837 H1- 31 OM 0.262-10519.133 2136.519 42.228 FEET LB
ASD9 HE240A 7 CO 0.330 8.806E-04 288.715-16303.976 PASSED
7 HEA 24 .00 0.182-5498.935 1659.016 42.228 FEET LB
ASD9 HE240A I MP 0.330 0.365 584.393-11068.344 PASSED
8 HEA 26 0 H1-3 COM 0.143-1452.864 268.998-1107.003 FEET LB
ASD9 HE240A B7 COMP 0.076 -2.824 4284.100 141.908 PASSED
9 IP 2 0.000 H1-3 COM 0.399-463.469 22.803 345.236 FEET LB
ASD9 IPE B7 COMP 0.248-52.880-893.570 0.000 PASSED
10 25 0.000 H1-3 COM 0.289-463.522-22.803 296.020 FEET LB
ASD9 160 IB7 COMP 0.248-52.489-642.634 0.000 PASSED
11 HEA 23 6.837�H1-3 COM 0.259-10055.603-2136.103 42.294 FEET LB
ASD9 HE240A I B7 COMP 0.330 -0.003 289.162 16301.129 PASSED
12 HEA 23 7.002 H1-3 COM 0.180-5037.424-1661.382 42.294 FEET LB
ASD9 HE240A B7 COMP 0.330 -0.363 585.304 11089.270 PASSED
13 HEA 26 0.000 H1-3 COM 0.084-991.001-268.998-795.616 FEET LB
ASD9 HE240A I7 COMP 0.076-12.678 2469.397-135.242 PASSED
14 HEA 24 0.000 H2-1 TEN 0.741 33.614-8772.188 0.001 FEET LB
ASD9 HE200A B7 TEN 0.163 -3.476E-04 -0.366-34772.016 PASSED
15 HEA 23 7.999 H2-1 TEN 0.358 365.494 4356.860 40.956 FEET LB
ASD9 HE200A B7 TEN 0.163 1.482E-04 0.363-16721.047 PASSED
16 HEA 24 0.000 HI-3 COM 0.229-329.026-3072.004-40.898 FEET LB
ASD9 HE200A B7 COMP 0.122 0.170 0.037-10679.301 PASSED
Project: ALLIED NEW TECHNOLOGIE
Project Name : ALLIED NEW TECHNOLOGIE
Customer: AVS ARGSA
Location : FLORIDA - USA
17 HEA 23 4.0
ASD9 HE200A
18 IPE 26
AS09 IPE160
19 HEA 24
ASD9 HE240A
20 HEA 20
ASD9 HE240A
21 HEA 21
ASD9 HE240A
22 IPE 22
ASD9 IPE160
23 IPE 22
ASD9 IPE160
24 HEA 23
ASD9 HE240A
25 HEA 19
ASD9 HE240A
26 HEA 23
ASD9 HE240A
27 HEA 24
ASD9 HE200A
28 HEA 23
ASD9 HE200A
29 HEA 24
ASD9 HE200A
30 HEA 23
ASD9 HE200A
31 OA!
ASD9
3220
ASD9
33 HEA 24
ASD9 HE240A
34 HEA 24
ASD9 HE240A
35 IPE 25
ASD9 IPE160
36 IPE 25
ASD9 IPE160
37 HEA 19
ASD9 HE240A
38 HEA 23
ASD9 HE240A
1.
6.
7.
0.
0.
0.
6.
7.
2.
0.
7.
STRUCTURAL CALCULATION NOTE
PIPERACK 04
INC Document No
: ALU-ITEP-S-CAL-001 Revision: 0
# : 1406-8-S-MC-002
By: JCG
Date : 24-Oct-07 Page 24 of 65
H1-3 COM 0.235-551.761 3183.831 40.900 FEET LB
B7 COMP 0.122 -0.178 0.002-10871.645 PASSED
H1-3 COM 0.036-22.939 -0.020-26.358 FEET LB
B7 COMP 0.331-51.738-64.366 89.269 PASSED
H1-3 COM 0.471-19154.162 3962.519 36.090 FEET LB
B7 COMP 0.330 -2.054E-04 329.335-29799.703 PASSED
H1-3 COM 0.334-10089.335 3487.858-75.034 FEET LB
B7 COMP 0.330 -0.362-731.496-21229.143 PASSED
H1-3 COM 0.158-2648.715 379.286 1226.256 FEET LB
B7 COMP 0.076 2.937-4613.203 130.965 PASSED
H1-3 COM 0.398-873.968 22.939-339.012 FEET LB
B7 COMP 0.248 52.880 874.950 0.000 PASSED
H1-3 COM 0.296-873.927-22.939-295.737 FEET LB
B7 COMP 0.248 52.489 641.742 0.000 PASSED
H1-3 COM 0.467-18280.906-3962.105 36.131 FEET LB
B7 COMP 0.330 -0.001 329.586 29796.602 PASSED
H1-3 COM 0.330-9219.922-3490.232-75.079 FEET LB
B7 COMP 0.330 0.361-731.947 21257.166 PASSED
H1-3 COM 0.150-4151.908-1998.580-194.379 FEET LB
B7 COMP 0.076 -0.002 -OA 78 10872.251 PASSED
H2-1 TEN 0.849 34.577-10043.973 0.001 FEET LB
B7 TEN 0.163 -7.128E-04 -0.365-39858.879 PASSED
H2-1 TEN 0.414 401.484 5011.661 40.955 FEET LB
AN00 H1-3 COM
B7 COMP
1.999 H1-3 COM
B7 COMP
6.837 H1-3 COM
B7 COMP
7.002 H1-3 COM
B7 COMP
2.998 H1-3 COM
B7 COMP
0.000 H1-3 COM
i B7 COMP
0.000 H1-3 COM
' 87 COMP
I
6.837 H1-3 COM
B7 COMP
7.002 H1-3 COM
B7 COMP
0.163 0.001 0.362-19339.271 PASSED
0.266-365.746-3533.648-40.900 FEET LB
0.122 0.163 0.034-12366.879 PASSED
0.271-588.540 3645.981 40.904 FEET LB
0.122 -0.169 0.004-12561.272 PASSED
0.036-22.983 -0.018-26.359 FEET LB
0.331-51.721-64.366 89.131 PASSED
0.535-22065.461 4587.598-33.899 FEET LB
0.330 -0.005-323.569-33829.551 PASSED
0.382-11728.850 4113.900 73.578 FEET LB
0.330 0.366 713.998-24555.678 PASSED
0.175-5814.962 2270.032-240.096 FEET LB
0.076 0.007 -5.810-12367.669 PASSED
0.404-1010.789 22.983 341.668 FEET LB
0.248-52.883-882.899 0.000 PASSED
0.298-1010.755-22.983 295.877 FEET LB
0.248-52.492-642.177 0.000 PASSED
0.530-21055.514-4587.198-33.902 FEET LB
0.330 0.005-323.510 33826.730 PASSED
0.378-10723.277-4116.289 73.560 FEET LB
0.330 -0.366 713.880 24586.211 PASSED
4w, '
GONVE4AWnp,
1
STRUCTURAL
CALCULATION NOTE
PIPERACK 04
Project :
ALLIED NEW TECHNOLOGIES INC
Document N° :
ALU-ITEP-S-CAL-001
Revision : 0
Project Name: ALLIED NEW TECHNOLOGIES
# :
1406-8-S-MC-002
Customer:
AVS ARGSA
By:
JCG
Location:
FLORIDA - USA
I
Date:
24-Oct-07
Page :25
of 65
39
HEA
23
I.998
H1-3 COM
0.173
-4807.687
-2324.740
-238.175
FEET LB
ASD9
HE240A
B7 COMP
0.076
-0.004
-0.169
12562.024
PASSED
40
HEA
24
0.000
H2-1 TEN
0.877
54.710
-10369.448
-8.749E-05
FEET LB
ASD9
HE200A
B7 TEN
0.163
-2.555E-04
-0.360
-41165.910
PASSED
41
HEA
24
0.000
H2-1 TEN
0.504
420.2B9
-6064.719
-40.955
FEET LB
ASD9
HE200A
J000
B7 COMP
0.244
1.180E-05
0.359
-23526.633
PASSED
42
HEA
24
H1-3 COM
0.140
-806.606
-2134.172
-40.989
FEET LB
ASD9
HE200A
B7 COMP
0.122
-0.115
0.032
-6337.373
PASSED
43
HEA
23
4.I000
H1-3 COM
0.145
-394.065
2301.573
40.996
FEET LB
ASD9
HE200A
I
B7 COMP
0.122
0.121
0.011
-6713.410
PASSED
44
IPE
23
3.999
H1-3 COM
0.040
-446.962
243.813
-0.005
FEET LB
ASD9
IPE160
I
B7 COMP
0.331
0.011
-0.046
-375.005
PASSED
45
HEA
20
6.837
HI-3 COM
0.531
-22474.729
4653.083
-37.334
FEET LB
ASD9
HE240A
I
B7 COMP
0.330
-0.004
-255.251
-33509.715
PASSED
46
HEA
20
7.002
H1-3 COM
0.364
-11821.915
4199.517
-37.334
FEET LB .
ASD9
HE240A
I
B7 COMP
0.330
-0.363
-516.665
-23528.297
PASSED
47
HEA
21
0.000
H1-3 COM
0.133
-3049.133
363.201
942.043
FEET LB
ASD9
HE240A
I
B7 COMP
0.076
2.646
-3834.137
0.000
PASSED
48 IPE 26 HI-3 COM 0.428-1051.675 58.907-358.907 FEET LB
ASD9 IPE160 7 COMP 0.248 52.832 934.481 14.638 PASSED
49 IPE 26 .000 HI-3'COM 0.312-969.869-58.907-296.718 FEET LB
ASD9 IPE160 I B7 COMP 0.248 52.589 644.817-178.233 PASSED
50 HEA 6.837 H1-3 COM 0.526-21463.840-4653.640-37.301 FEET LB
ASD9 HE240 I B7 COMP 0.330 0.002-255.028 33513.527 PASSED
51 QEA19 7.002 H1-3 COM 0.359-10814.553-4198.485-37.301 FEET LB
ASD9 I 67 COMP 0.330 0.363-516.211 23540.127 PASSED
A 23 2.998 H1-3 COM 0.096-3463.278-2130.265-170.308 FEET LB
A HE240A I 87 COMP 0.076 0.011 0.121 6712.754 PASSED
53 HEA 23 10.000 H1-3 COM 0.643-784.524 -6.199E-06 -7.629E-06 FEET LB
ASD9 HE160A I B7 COMP 0.766 -0.425 5108.500 2904.262 PASSED
54 HEA 24 10.000 H1-3 COM 0.470-1343.686 380.021 68.011 FEET LB
ASD9 HE160A I B7 COMP 0.383-18.876-4428.387-895.943 PASSED
55 HEA 20 0.000 H1-3 COM 0.469-876.446-379.115-63.300 FEET LB
ASD9 HE160A j B7 COMP 0.383 19.435-4475.498-886.889 PASSED
56 HEA 20 6.667 H1-3 COM 0.273-343.692 1.473E-05 -5.430E-06 FEET LB
AS09 HE160A B7 COMP 0.511 1.279-2270.331 1290.719 PASSED
57 HEA 24 10.000IHI-3 COM 0.643-788.338 -6.199E-06 7.629E-06 FEET LB
ASD9 HE160A 1137 COMP 0.766 0.424-5108.500 2904.262 PASSED
58 HEA 23 10.000lM -3 COM 0.470-1345.560 379.101-67.992 FEET LB
ASD9 HE160A 1B7 COMP 0.383 18.884 4428.583-886.746 PASSED
59 HEA 19 0.000 HI-3 COM 0.469-874.800-378.249 63.295 FEET LB
ASD9 HE160A IB7 COMP 0.383-19.439 4475.548-878.230 PASSED
60 HEA 19 6.667;H1-3 COM 0.273-343.892 1.473E-05 5.430E-06 FEET LB
ASD9 HE160A IB7 COMP 0.511 -1.272 2270.331 1290.719 PASSED
II
I
STRUCTURAL CALCULATION NOTE
CK
XV$ ,I,r%'�:. PIPERACK04
I
Project : ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-S-CAL-001 Revision : 0
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Location : FLORIDA - USA Date : 24-Oct-07 Page :26 of 65
61 HEA 24 10I.000 H1-3 COM 0.552-69.642 -9.942E-05 1.907E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 -0.620-4340.500 2904.263 PASSED
62 HEA 24 10.000 H1-3 COM 0.552-73.360 -9.942E-05 1.907E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.171-4340.500 2904.263 PASSED
63 HEA 23 6.667 H1-3 COM 0.237-86.955 5.431E-05 2.683E-06 FEET LB
ASD9 HE160A I B7 COMP 0.511 -0.826 1929.015 1290.718 PASSED
64 HEA 23 10.000 H1-3 COM 0.552-61.334 -9.942E-05 -1.907E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.584 4340.500 2904.263 PASSED
65 HEA 23 10.000 H1-3 COM 0.552-68.863 -9.942E-05 -1.907E-05 FEET LB
ASD9 HE160A I B7 COMP 0.766 -0.170 4340.500 2904.263 PASSED
66 HEA 24 6.667 H1-3 COM 0.237-86.175 5.431E-05 -2.683E-06 FEET LB
ASD9 HE160A I B7 COMP 0.511 0.834-1929.015 .1290.718 PASSED
67 HEA 21 10.000 H1-3 COM 0.099-29.207 -3.526E-05 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 0.029 0.000 2052.262 PASSED
68 HEA 21 10.000 H1-3 COM 0.099-18.381 -3.526E-05 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.766 -0.011 0.000 2052.262 PASSED
69 HEA 21 6.8I167 H1-3 COM 0.038 -4.362 5.833E-06 0.000 FEET LB
ASD9 HE160A I B7 COMP 0.511 -0.052 0.000 912.071 PASSED
70 HEA 21 10.000 H1-3 COM 0.099 -1.494 -3.526E-05 0.000 FEET LB
ASD9 HE160A B7 COMP 0.766 0.017 0.000 2052.262 PASSED
71 HEA 21 -3 COM 0.099 -0.956 -3.526E-05 0.000 FEET LB
ASD9 HE160A I�' COMP 0.766 -0.012 0.000 2052.262 PASSED
72 HEA 26 .667 H1-3 COM 0.038 0.268 5.833E-06 0.000 FEET LB
ASD9 HE160A I -0.053 0.000 912.071 PASSED
73 HEA 26 17.074 H1-1 COM 0.259-12681.738 123.243 -0.002 FEET LB
ASD9 H , I B7 COMP 0.654 -3.009E-04 -0.044-454.248 PASSED
74 21 0.000 H1-1 COM 0.258-12679.650-119.932 -0.001 FEET LB
A D9 I B7 COMP 0.654 -7.715E-05 0.105-434.349 PASSED
75 A 26 0.000 H1-1 COM 0.227-11012.969-108.760 0.017 FEET LB
AS HE160A I B7 COMP 0.654 7.750E-04 -0.351-444.028 PASSED
76 HEA 21 17.074 H1-1 COM 0.228-11011.119 111.650 -0.015 FEET LB
ASD9 HE160A I B7 COMP 0.654 -0.001 -0.215-476.140 PASSED
81 HEA 24 0.000 H2-1 TEN 0.510 31.731-6063.136 -3.716E-04 FEET LB
ASD9 HE200A I B7 TEN 0.163 -4.653E-04 -0.359-23936.438 PASSED
82 HEA 23 7.999 H2-1 TEN 0.245 293.543 3030.122 40.953 FEET LB
ASD9 HE200A ; B7 TEN 0.163 0.002 0.349-11416.058 PASSED
83 HEA 24 0.000iH1-3 COM 0.156-255.572-2139.753-41.031 FEET LB
ASD9 HE200A �B7 COMP 0.122 -0.245 0.030-7268.342 PASSED
1
84 HEA 23 4.000 HI-3 COM 0.162-478.251 2250.693 41.039 FEET LB
ASD9 HE200A IB7 COMP 0.122 0.258 0.015-7456.866 PASSED
85 IPE 26 1.9991H1-3 COM 0.036-22.847 0.006-26.364 FEET LB
ASD9 IPE160 JB7 COMP 0.331-51.516-64.367 89.540 PASSED
86 HEA 20 6.8371H1-3 COM 0.328-13508.121 2766.312-34.588 FEET LB
ASD9 HE240A �B7 COMP 0.330 -0.004-236.479-20609.865 PASSED
i
I
it
� [�� , � - V
STRUCTURAL
CALCULATION NOTE
PIPERACK 04
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Date :
24-Oct-07
Page 27
of 65
87
HEA
20
I
71002
H1-3 COM
0.228
-7161.623
2289.767
-34.589
FEET LB
ASD9
HE240A
B7 COMP
0.330
-0.362
-478.669
-14485.852
PASSED
88
HEA
21
0.000
H1-3 COM
0.122
-1851.500
305.764
843.240
FEET LB
ASD9
HE240A
B7 COMP
0.076
2.530
-3568.135
138.282
PASSED
89
IPE
26
0.000
H1-3 COM
0.432
-600.314
22.847
-368.693
FEET LB
ASD9
IPE160
I
B7 COMP
0.248
52.835
963.765
0.000
PASSED
90
IPE
26
0.000
H1-3 COM
0.293
-600.326
-22.847
-297.221
FEET LB
ASD9
IPE160
I
B7 COMP
0.248
52.593
646.389
0.000
PASSED
91
HEA
19
6.837
H1-3 COM
0.325
-12907.729
-2765.895
-34.529
FEET LB
ASD9
HE240A
B7 COMP
0.330
0.001
-236.075
20607.018
PASSED
92
HEA
19
7.002
H1-3 COM
0.226
-6563.846
-2292.133
-34.529
FEET LB
ASD9
HE240A
I
B7 COMP
0.330
0.363
-477.845
14509.159
PASSED
93
HEA
23
2.998
H1-3 COM
0.103
-2831.546
-1346.351
-157.593
FEET LB
ASD9
HE240A
I
B7 COMP
0.076
-0.015
0.258
7456.936
PASSED
94
HEA
23
10.000
H1-3 COM
0.631
-332.647
-6.199E-06
-7.629E-06
FEET LB
ASD9
HE160A
I
B7 COMP
0.766
1.268
5108.500
2904.262
PASSED
95
HEA
24
10.000
H1-3 COM
0.631
-335.234
-6.199E-06
7.629E-06
FEET LB
ASD9
HE160A
I
B7 COMP
0.766
-1.271
-5108.500
2904.262
PASSED
96
HEA
20
10.000
H1-3 COM
0.550
-10.716
-9.942E-05
1.907E-05
FEET LB
ASD9
HE160A
J
B7 COMP
0.766
0.101
-4340.500
2904.263
PASSED
97
ASD9
HEA
HE160A
19
10.
H1-3 COM
0.550
-15.879
-9.942E-05
-1.907E-05
FEET LB
7 COMP
0.766
-0.070
4340.500
2904.263
PASSED
98
HEA
21
H1-3 COM
0.099
-19.510
-3.526E-05
0.000
FEET LB
ASD9
HE160A
I B7 COMP
0.766
0.005
0.000
2052.262
PASSED
99
HEA
10.000 H1-3 COM
0.099
-1.000
-3.526E-05
0.000
FEET LB
ASD9 HE160A
* END PUT
IB7 COMP 0.766 0.018 0.000 2052.262 PASSED
STRUCTURAL CALCULATION NOTE
CQIMVR & A Vv Ins,
PIPERACK04
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By: JCG
Location :
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Date: 24-Oct-07 PaOe 12 of R5
X) DEFORMATION - SECTION 1 TO 4
*RESULTS OF LATEST ANALYSIS*
««««««««««««««««««««««««««««
PROBLEM-.PR-04 TITLE - Rack
ACTIVE UNITS FEET LB DEG
****SUMMARY OF MAXIMUM G
INDEPENDENT IN EACH C
SEC
DISPLACEMENTS****
-------------------------------------
RESULT* MAXIMUM LOAD JOINT `
* X-DISP * -0.123613E+00 16 45
* Y-DISP * -0.768474E-03 16 41 `
* Z-DISP * -0.114578E+00 26 9
12V
C-Q NV e" & AV� I
STRUCTURAL CALCULATION NOTE
PIPERACK 04
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Document NO : ALU-ITEP-S-CAL-001 Revision: 0
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By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Paoe :29 of 65
XI ) REACTION - SECTION 1
xxxxxxxxxxxxxxxxxxxxxxxxxxxx
*RESULTS OF LATEST ANALYSES*
xxx*xxxxxxxxxxxxxxxxxxxxxxxx
PROBLEM - PR-04 TITLE - Rack
ACTIVE UNITS FEET LB DEG DEGC SEC
4
--------------------------------------------'
----- ----- ------------------------------------------ ----
LOADING 3 Live Load
--- ------- - ---- ---
RESULTANT JOINT LOADS SUPPORTS
JOINT/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOM
10 GLOBAL-1.7175866 896.94
11 GLOBAL 1.7175866 706.3�
21 GLOBAL-1.9100573 1684.2 I'
22 GLOBAL 1.9123601 1350.595
32 GLOBAL 1.9726923 1946 i`
33 GLOBAL 1.9703894 A565.311
43 GLOBAL-2.972460NIC3
44 GLOBAL 2.972
56 GLOBAL 1 .7 r 157 GLOBAL 1.7771.09"
---------- -- -I
LOAD G - Transverse Windy
E TANT JOINT LOADS SUPPORTS
JOINT /---------------------F(
X FORCE Y FC
2046
-0.0000324
0.0000000
0.0000062
0.0
0967
-0.0004307
0.0000000
0.0000062
0.0
6064
123.7246933
-0.0000001
0.1361404
0.0
8535
123.4803772
70.0000001
-0.0548695
0.0
8340
-123.7312317
0.0000000
-0.1177910
0.0
-123.4858704
0.0000000
0.0826995
0.0
ii50-29
K1
0.0034076
0.0000000
0.0000046
0.0
8
0.0030767
0.0000000
0.0000046
0.0
6348
0.0031502
0.0000000
0.0000036
0.0
5435
0.0028630
0.0000000
0.0000036
0.0
---------------------//--------------------MOMENT-------------
Z FORCE X MOMENT Y MOMENT Z MOM
10
GLOBAL
-2627.3630371
-8031.5361328
-0.0133148
0.0000000
-0.0004058
0.0
11
GLOBAL
-2626.9465332
8031.5361328
0.0133296
0.0000000
-0.0004058
0.0
21
GLOBAL
-4525.9824219
-15258.9521484
-8.0228481
-0.0000002
-727.3030396
0.0
22
GLOBAL
-4525.5625000
15258.9521484
8.0228643
0.0000002
-727.3289185
0.0
32
GLOBAL
-5138.3115234
-17578.7031250
8.0609512
0.0000000
550.9431152
0.0
33
GLOBAL
-5137.8916016
17578.7031250
-8.0609484
0.0000000
550.9689941
0.0
43
GLOBAL
-5146.6406250
-17617.2167969
-0.0121501
0.0000000
-0.0003516
0.0
44
GLOBAL
-5147.1982422
17617.21671969
0.0121344
0.0000000
-0.0003516
0.0
56
GLOBAL
-3257.3276367
-10428.0156250
-0.0112989
0.0000000
-0.0003121
0.0
57
GLOBAL
-3256.9111328
10428.0156250
0.0112804
0.0000000
-0.0003121
0.0
---------------------------------------------
---
-----------------------------------------------;----------------------------------------------------------------
LOADING - 5
--I ----------------------------------------------------------------
Longitudinal Windi
I
i
h y
STRUCTURAL CALCULATION NOTE
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ALLIED NEW TECHNOLOGIES INC
Document NI: ALU-ITEP-S-CAL-001 Revision : 0
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# : 1406-8-S-MC-002
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By: JCG
Location :
FLORIDA - USA
Date: 24-Oct-07 Paae 30 of 65
RESULTANT JOINT LOADS SUPPORTS
JOINT/--------------------'-FORCE---------------------//--------------------MOMENT-------------
X FORCE
YIFORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
10
GLOBAL
-0.0000001
-0.0000728
-214.3134766
0.0000000
3.9066422
0.0
11
GLOBAL
0.0000001
0.0000728
-343.9706726
0.0000000
-0.0262064
0.0
21
GLOBAL
0.0005707
-8388.3681641
-6263.0273438
-0.0000024
3.7172835
0.0
22
GLOBAL
0.0005704
-6811.4067383
-5265.7900391
0.0000163
-0.2155646
0.0
32
GLOBAL
-0.0005707
8388.3681641
-6269.5668945
0.0000000
3.6909022
0.0
33
GLOBAL
-0.0005704
6811.4067383
-5271.4072266
0.0000000
-0.2419462
0.0
43
GLOBAL
0.0000000
0.0000485
-241.8876190
0.0000000
3.7813048
0.0
44
GLOBAL
0.0000000
-0.0000485
-367.3229370
0.0000000
-0.1515448
0.0
56
GLOBAL
0.0000000
0.0000000
-258.3510132
0.0000000
3.7049789
0.0
57
GLOBAL
0.0000000
0.0000000
I
-381.1204224
0.0000000
-0.2278712
0.0
------------------------------------
---
---------------------------------------------------------------------------------------------------------------
LOADING - 6
-------------------------------------------------------------------
Friction
RESULTANT JOINT LOADS SUPPORTS
JOINT/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE Y FORCE Z FORCE X MOMENT Y MOMENT Z MOM
10 GLOBAL 0.0000000 0.0000000 41.9772644 0.0000000 0.0013660 0.0
11 GLOBAL 0.0000000 0:"000000 42.0387001 0.0000000-0.0036165 0.0
21 GLOBAL-0.0000001 465. 9619-1011.8719482-0.0000064 0.0019331 0.0
22 GLOBAL-0.000000 6 439-1011.8359375-0.0000064-0.0030493 0.0
32 GLOBAL 0.000 19-1013.0568237 0.0000000 0.0026240 0.0
33 GLOBAL 0.0 O150 8575439-1013.0576782 0.0000000-0.0023584 0.0
43 GLOBAL 0.000 OU 0.0000000 37.1359253 0.0000000 0.0034201 0.0
44 GLOBAL .00000 0.00010000 37.1024055 0.0000000-0.0015625 0.0
56 GLOBAL .00000 0 0.0000000 34.4066429 0.0000000 0.0041159 0.0
57 G 0000000 0.0000000 34.3440857 0.0000000-0.0008669 0.0
OA G - DL-----------Dead Load
- yy - ------- --------------------------------------------------------------------------
1)
RESULTANT JOINT LOADS SUPPORTS
JOINT/---------------------FORCE---------------------//--------------------MOMENT-------------
X FORCE
Y FORCE
Z FORCE
X MOMENT
Y MOMENT
Z MOM
10
GLOBAL
7.1715283
1867.3344127
-0.2643421
0.0000000
0.0000734
0.0
11
GLOBAL
-7.1715283
1594.4270620
-0.2678530
0.0000000
0.0000734
0.0 -
21
GLOBAL
6.8652635
3206.5432129
294.7824097
0.0000056
-0.1270948
0.0
22
GLOBAL
-6.8609567
2666.0922852
294.3784485
0.0000056
0.2656179
0.0
32
GLOBAL
6.7481408
3536.5615234
-294.8673706
0.0000000
0.1614619
0.0
33
GLOBAL
-6.7524476
2907.0070601
-294.4649963
0.0000000
-0.2135212
0.0
43
GLOBAL
5.7117157
3187.48876195
0.1822935
0.0000000
-0.0000465
0.0
44
GLOBAL
-5.7117157
2557.920460
0.1836036
0.0000000
-0.0000465
0.0
56
GLOBAL
7.0590916
2197.3906250
0.1669842
0.0000000
-0.0000975
0.0
57
GLOBAL
-7.0590916
1835.3040771
I
�I
0.1707945
0.0000000
-0.0000974
0.0
r
STRUCTURAL CALCULATION NOTE
N-Lw e tc Au` In,G,
PIPERACK04
i
Document Ne : ALU-ITEP-S-CAL-001 Revision: 0
Project : ALLIED NEW TECHNOLOGIES INC
Project Name : ALLIED NEW TECHNOLOGIES
# :
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Customer: AVS ARGSA I
By:
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Location : FLORIDA - USA
Date :
24-Oct-07 Page :31 of 65
XII) ANCHORAGE - SECTION 1 TO 4
CASE 1
N =-16.082 kip = -7.295 t
(tension)
Q = 5.144 kip = 2.333 t
Qx =
5.144 kip Qz = 0.000 kip
Factor coeficient for distance betwen anchorage
her = 8.27 in = 210
mm
s = 7.87 in = 200
mm
sn,;n = 0.5 * hef = 4.13 in = 105 mm
fA = 0.84
s�r = 1.5 * hef = 12.40 in = 315 mm
Factor coeficient for distance to edge traction
c = 5.51 in = 140 mm
cm;n = 0.5 * hef = 4.13 in = 105 mm
fRN = 0.67
ccr= 1.5 * her = 12.40 in = 315 mm
Factor coeficient for distance to edge: Shear (Perpendicular to edge)
c = 7.87 in = 200 mm
Cmin = 0.5 * hef = 4.13 in = 105 mm
fN, = 0.59
cu = 1.5 * hef = 12.40 in = 1315 mm
Factor coeficient for distance to edge: Shear (Parallel to edge)
c (II) = 5.51 in = 1140 mm
cn,;n = 0.5 * hef = 4.13 in = 105 mm
fn, n = 0.71
Ccr = 1.5 * hef = 12.40 i 5 mm
nchorage = 2
HVA - HILTI ve Ancho 0 = 1 " -HAS
fn `., R ' 0.56 -> Nrec = 3923 kg x 0.84 =
fRv = 0.49' -> Vrec = 3516 kg x 1.00 =
0.74 + 0.10 = 0.84
3278 kg
3516 kg
7
I
STRUCTURAL CALCULATION NOTE
Q-QNVE_ & AVa lm.
PIPERACK04
Project:
ALLIED NEW TECHNOLOGIES INC
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AVS ARGSA I
By: JCG
Location :
FLORIDA - USA
Date : 24-Oct-07 Paae -I? of F5
XIII) MODEL - SECTION 5 TO 26
STRUCTURE DESIGN SOFTWARE: GTSTRUDL Version 28.0, January/2005 -License N° 681-13
GEORGIA INSTITUTE OY TECHNOLOGY - ATLANTA - GEORGIA
nn g i STRUCTURAL CALCULATION NOTE
!NV �v �n�cs,., PIPERACK04
I
Project: ALLIED NEW TECHNOLOGIES INC Document N° : ALU-ITEP-S-CAL-001 Revision: 0
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Location : FLORIDA - USA Date : 24-Oct-07 Page :33 of 65
Z/ "�X
Nodes
23
37
2 38
30
2
28
24
4
9
' I STRUCTURAL CALCULATION NOTE
QQNVF $s A k1c PIPERACK 04
Project: ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-S-CAL-001 Revision: 0
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Location: FLORIDA - USA Date : 24-Oct-07 Page :34 of 65
z "\X
Beams
61
5 01 62
77 6 72 52
7 191
65 3
1
55 78
93 565
94 82
81 3
Y 140
G'TS D INP .
J , JOB TITLE
S RUDL OD1' 'Modulo 1'
t) TS F T
I LBS DEG CENTIGRADE SEC
U
I
M ERIAL STEEL
$ Structure Type
�I
TYPE Space Frame
JOINT COORDINATES
$ Node x
y
z
$ Piperack
1 0.00
1.00
0.00
2 0.00
1.00
8.00
3 -20.00
3.83
0.00
4 0.00
3.83
0.00
5 20.00
3.83
0.00
6 0.00
3.83
4.00
7 -20.00
3.83
8.00
8 0.00
3.83
8.00
9 20.00
3.83
8.00
10 -20.00
6.83
0.00
11 0.00
6.83
0.00
12 20.00
6.83
0.00
13 -20.00
6.83
4.00
5
4
8
6
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STRUCTURAL CALCULATION NOTE
G(OXVE
& AV lF1. .
PIPERACK 04
Project:
ALLIED NEW TECHNOLOGIES INC
Document NO: ALU-ITEP-S-CAL-001 Revision : 0
Project Name:
ALLIED NEW TECHNOLOGIES
# : 1406-8-S-MC-002
Customer:
AVS ARGSA
By: JCG
Location :
FLORIDA - USA
Date : 24-Oct-07 Page :36 of 65
62 38
10
63 39
13
64 39
37
65 13
10
$ Columns
71 21
25
72 25
29
73 29
37
74 22
26
75 26
3
76 3
10
77 32
39
78 33
13
79 23
27
80 27
34
81 24
28
82 28
7
$ Diagonal
91 25
30
92 26 31
93 27 35 1
94 28 36
Define group 'I LB' member existing 1 TO 4
Define group '1TB' member existing 11 12
Define group '21-13' member existing 5 TO 8
Define group '2TB' member existing 13
Define group '1COL' member existing 21 23
Define group '2COL' member existing 2224
Define group 'DIAG' member existing 91 TO 94
MEMBER RELEASES
1 3 5 7 0 Y Z END MOM Y;
2468 Z
2224 73 76 TO 78 CSTNAT
OM Z
54 57 59 61 63 64 OMY
51 TART MOM
Y END MOM Y
OUTPUT ODINT PROFILE NAMES
$ Memb l
51 TO 60
61 TO 65
71 72 74 75 79 TO 82
73 76 TO 78
R GROUP
'1T6'
PROPERTIES
T 'HEA'
'HE200A'
MBER GROUP
'21-13'
PROPERTIES
T 'HEA'
'HE160A'
MEMBER GROUP
'2T6'
PROPERTIES
T 'HEA'
'HE160A'
MEMBER GROUP
'1COL'
PROPERTIES
T 'HEA'
'HE200A'
MEMBER GROUP
'2COL'
PROPERTIES
T 'HEA'
'HE160A'
MEMBER GROUP
'DIAG'
PROPERTIES
T 'HEA'
'HE160A'
$ Member Type Double 1T or U Table Section
kk; = GROUP '1LB' PROPERTIES T 'HEA' 'HE160A'
I
CONSTANTS
BETA -90 MEMBER 2123 71 72 74 75 79 TO 82 22 24 73 76 TO 78
BETA -90 MEMBER I
$ LOADS DEFINITION
$ Structure dead load dead load direction
I
SELF WEIGHT 1 self weight' DIR -Y ALL MEMBERS
$ LOAD CASE 2
LOAD 2 'Dead Load'
MEMBERLOADS
$ Cable tray
5 TO 8 FORCE Y GLOBAL UNIFORME W -2.50 $ Ib/ft
13 62 65 FORCE Y GLOBAL LINIFORME W -10.00 $ Ib/ft
Load (lb/ft)
6.00
6.00 6.67
4
I
i
i STRUCTURAL CALCULATION NOTE
GONVE & WX [nQ-' PIPERACK04
I
Project: ALLIED NEW TECHNOLOGIES INC Document NI: ALU-ITEP-S-CAL-001 Revision : 0
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-8-S-MC-002
Customer: AVS ARGSA I By: JCG
Location : FLORIDA - USA Date : 24-Oct-07 Page 37 of 65
JOINT LOADS
1038 FORCE Y i -24.99 $ lb 6.00 10.00
MEMBERLOADS
$ Piping and Support Load (lb/ft)
1 TO 4 FORCE Y GLOBAL UNIFORME W -6.76 $ lb/fit 16.24
1112 0 51 TO 5=ORCE Y GLOBAL UNIFORME W -6.77 $ Ib/ft 16.24 3.33 8
JOINT LOADS
329 FORCE Y -67.63 $ lb 16.24 10.00
MEMBERLOADS
$ Steel Self Weight
5 TO 8 FORCE Y GLOBAL UNIFORMS W -0.05 $ Ib/ft 1.00 2 20
$ Pultruids Self Weight Load (lb)
1 TO 4 FORCE Y GLOBAL UNIFORMS W -3.52 $ Ib/ft 28.16 5 20
I
$ LOAD CASE 3 I
LOAD 3 'Live Load' i
MEMBERLOADS
$ Cable tray Load (lb/ft)
5 TO 8 FORCE Y GLOBAL UNIFORME W -14.56 $ Ib/ft 34.96 22.87 40.96
13 62 65 FORCE Y GLOBAL UNIFORME W -58.27 $ Ib/ft 34.96 6.67 4
JOINT LOADS
1038 FORCE Y 145.62 $ lb 34.96 10.00
MEMBERLOADS
$ Piping and Support Load (lb/ft)
1 TO 4 FORCE Y GLOBAL UNIFORME W -27.36 $ Ib/ft 65.69 48.22 81.93
1112 0 51 TO 5=ORCE Y GLOBAL UNIFORME W -27.37 $ Ib/ft 65.69 3.33 8
JOINT LOADS
329 FORCE Y 1i-273.60 $ lb 65.69 10.00
$ LOAD CASE 4
LOAD 4 'Transverse Wind'
MEMBERLOADS
$ Longitudinal Beams Load (lb/ft)
1 TO 4 FORCE Z GLOBAL UNIF RM W 84.75 $ Ib/ft 84.75
5154 FORCE Z GLOBALW 84.75 $ Ib/ft 84.75
5 TO 8 FORCE Z GLO N E W 65.23 $ Ib/ft 65.23
61 TO 63 FORCE Z GL - BA NI W 65.23 $ Ib/ft 65.23
$ Columns
2123 74 75 79 F GLOB IFORME W 50.18 $ Wit 50.18
2224 076-TO-MOIRCE Z LOBA UNIFORME W 40.14 $ Ib/ft 40.14
JOINT LO
$ Frame10 38RCE Z 1124.01 $ lb qty 8
9 FORCE Z 2856.86 $ lb qty 8
$ eams
3 FORCE Z 1284.58 $ lb qty 8
i09 FORCE Z 6117.83 $ lb qty 8
$ LOAD CASE 5 I
LOAD 5 'Longitudinal Wind'
MEMBERLOADS
$ Transverse Beams Load (lb/ft)
1112 FORCE X GLOBAL UNIFORME W 50.18 $ Ib/ft 50.18
57 TO 60 FORCE X GLOBAL UNIFORME W 50.18 $ Ib/ft
13 FORCE X GLOBAL UNIFORME W 40.14 $ Ib/ft 40.14
6465 FORCE X GLOBAL UNIFORME W 40.14 $ Ib/ft
$ Columns
2123 7172 74 =ORCE X GLOBAL UNIFORME W 100.36 $ Ib/ft 100.36
2224 73 76 TO=ORCE X GLOBAL UNIFORME W 100.36 $ Ib/ft 100.36
JOINT LOADS
$ Frames
I
1512 FORCE X 1686.02 $ lb qty 12
95 FORCE X ! 4285.29 $ lb qty 12
$ Transverse Beams
1512 FORCE X 2087.45 $ lb qty 13
95 FORCE X 9941.48 $ lb qty 13
I
fp I STRUCTURAL CALCULATION NOTE
00-WE & AV15 InG. PIPERACK 04
i
Project : ALLIED NEW TECHNOLOGIES INC Document NO: ALU-ITEP-S-CAL-001 Revision: 0
Project Name: ALLIED NEW TECHNOLOGIES # : 1406-8-S-MC-002
Customer: AVS ARGSA j By: JCG
Location : FLORIDA - USA Date : 24-Oct-07 Page :38 of 65
$ LOAD CASE 6
LOAD 6 'Friction'
MEMBERLOADS
$ Piping and Support
1 TO 4 FORCE X GLOBAL UNIFORM[
1112 60 51 TO=ORCE X GLOBAL UNIFORM E
JOINT LOADS
95 FORCE X
$ COMBINATIONS OF FACTORED L
$
Form Load 'DL' 'Dead Load'
W
10.24 $ Ib/ft
81.93
W
10.24 $ Ib/ft
81.93 3.33 8.00
958.22 $ lb
20 4 Qty
OADS
( IBC-2000 )
Load Factor
Load Factor
Load Factor Load Factor
from
1 1.0
2 1.0
Form Load 11 'DL' from 'DL'
Form Load 12 'DL+LL' from 'DL'
Form Load 13 'DL+LL+FF' from . 'DL'
Form Load 14 'DL+LL-FF' from 'DL'
Form Load 15 'DL+LL+Wr from 'DL'
Form Load 16 'DL+LL-WT from 'DL'
Form Load 17 'DL+LL+WL' from 'DL'
Form Load 18 'DL+LL-WL' from 'DL'
Form Load 19 'DL+LL+WT+FF' from 'DL'
Form Load 20 'DL+LL-Wr+FF' from 'DL'
Form Load 21 'DL+LL+WL+FF' from 'DL-L'
Form Load 22 'DL+LL-WL+FF' fro
Form Load 23 'DL+LL+VVr-FF' from 'DAL
Form Load 24 'DL . '- - F' 'DL'
Form Load +LL+W - F' from I'DL'
F Load LL-WL-FF' from �'DL'
For 2 'DL+Wr' from I'DL'
Forr Load 28 'DL-Wr' from i'DL'
Form Load 29 'DL+WL' from -DL-
Form Load 30 'DL-WL' from im'
i
Form Load 111 'DL' from 'DL'
Form Load 112 'DL+LL' from +DL'
i
Form Load 113 'DL+LL+FF' from DL'
Form Load 114 'DL+LL-FF' from JDL'
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
0.6
0.6
0.6
0.6
3
3
3
3
3
3
3
3
3
3
3
3
3
3
3
4
4
5
5
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
1.0
-1.0
1.0
-1.0
6
6
4
4
5
5
4
4
5
5
4
4
6
5
1.0
-1.0
1.0
-1.0
1.0
-1.0
1.0
-1.0
1.0
-1.0
1.0
-1.0
1.0
-1.0
6
6
6
6
6
6
6
6
1.0
1.0
1.0
1.0
-1.0
-1.0
-1.0
-1.0
1.0
1.0
3
1.0
1.0
3
1.0
6
1.0
1.0
3
1.0
6
-1.0
Lucie County
Building and Zoning Department
2300 Virginia Avenue
Pierce, FL 34982
F72-462-1553
Design Certification for Wind Load Compliance
This Certification is to be completed by the project design) architect or engineer. This Certification must be submitted with all
applications for building permits involving the construction of new residence (single or multi- family), residential addition, any
accessory structure requiring a building permit, and any nonresidential structure. This Certification shall not apply to interior
renovations (provided that no structural walls, columns or other similar component is being effected) and certain other minor building
permits. For further assistance, please contact the Building Inspection Office at 462-1553 or 462-2172.
Pro'ect Name A44 i RvT3
jVA&V ?'
Street Address IG
4 Al Go-- G i me A4
Permit Number
CE 8
'Occupancy Type
Construction T e
Certification Statement:
I certify that, to the best of my knowledge and be,
comply with the applicable structural portion of t]
County. I also certify that structural elements del
loads and forces specified by current code provisi
Design Parameters and Assumptions Used: (P
1. Florida Building Code 2004 Edition
Inclusive of 2006 and 2007 revisions.
2. Building Design is (check one) Enclosed
3. Building Height: 20=/0" 4. Wind Spf
5. Wind Exposure Classification (refer to exposure
6. Average Wind Velocity Pressure on Exterior
7. Peak Wind Velocity Pressure on Exterior Fai
8. Importance/Use Factor (obtain from Building Co
9. Loads: Floor A04 PSF Roof/dead M
ef, these plans and specifications have been designed to
Building Codes currently adopted and enforced by St. Lucie
cted on these plans provide adequate resistance to the wind
ns.
ease check or corn lete opri ox.)
C -
Par all %nclosed Open Building
:d Used in Building Design: / j�"O 3second gust
tables in Building Code identified in Line #1): nn
ces of Structure 47. 8'D PSF
s of Structure �i '�, d0 PSF PIPE., S f�F
): /• S 4AOLZ �
10. Were Shear Walls Considered for Structure 'check one):
i
11. Is a Continuous Load Path Provided (check of
12. Are Component and Cladding Detail Provid(
2. 5,00
13. Minimum Soil Bearing Pressure: _00
As witnessed by my seal, I hereby certify thalE
correct, to the best of my knowledge and
Name: 109-C#E t-
Design Firm: r-c2.
tr{ tfr L"s
): Yes
Roof/live /0-14 pg Gf16� - L/QriPS
�OrvpueYS ETG.
Yes '� No (if No, at ch explanation)
0-0'7No
(check one): Yes
(if No, attach explanation)
V--"No (if No, attach explanation)
PSF'+PE,ci �{ M
17VF7- A&PbRr Psi/9to�
kn 9'iU h' '"&-included'witthis certification is true and
�
[Seal Here]
}r .tin �� ,
/V� ....... Dates i� 1 O
SLCCDV Form # 020-00
A
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Conve AVS VegaMesa, LLC.
13105 SoudiWest 132nd Street
Miami, Florida 33186
Tel: 305.220.6557
Fax: 305.220.6575
www.conveaysvegamesa.com
ALLIED NEW
TECHNOLOGIES
PLANT
"PIPE RACK"
Ft. PIERCE, FLORIDA
OWNER
ALLIED UNIVERSAL CORP.
3901 NW I I5th AVE
DORAL, FL 33178
305.8882623
DNB PROJECT NUMBER
07-120a
OWNERS PROJECT NUMBER
ISSUED FOR:
TYPE OF DOGS:
CONSTRUCTION
DOCUMENTS
DRAWN BY: APPROVED BY:
AZ
DATE: SCALE
—9/23/08--NIS----
CONSULTANTS:
Adolfo J. Gonzalez, P.E.
surean«m+atw¢neviwcr�n rase®
mu v+w+r. s+e �m ss.a. raw u,u
im.:rys)ssnaeu rac(xie74s6e6x
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13105 SouthWest 132nd Street
Miami, Florida 33186
O
Tel: 305.220.6557
Fax: 305.220.6575
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www.conveaysvegamesa.com
Z
ALLIED NEW
TECHNOLOGIES
PLANT
"PIPE RACK"
Q-\
Ft. PIERCE, FLORIDA
OWNER
ALLIED UNIVERSAL CORP.
3901 NW 115thAVE
DORAL, FL 33178
305.8882623
DNB PROJECT NUMBER
07-120a
OWNERS PROJECT NUMBER
ISSUED FOR:
TYPE OF DOGS:
CONSTRUCTION
DOCUMENTS
r1l
A
MATCH LINE
DRAWN BY: APPROVED BY:
AZ
CONSULTANTS:
Adolfo J. Gonzalez, P.E.
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THESE PLANS AND ALL PROPOSED �R T CORRECTIONS
AND SUBJECT TO ANY
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MAY BE NECESSARY
CoMpLy WITH ALL APPLICABLE CODES.
Conve AVS VegaMesa, LLC.
13105 SouthWest 132nd Street
Miami, Florida 33186
Tel: 305.220.6557
Fax:305.220.6575
www.conveaysvegaTnesa.com
ALLIED NEW
TECHNOLOGIES
PLANT
"PIPE RACK"
Ft. PIERCE, FLORIDA
OWNER
ALLIED UNIVERSAL CORP.
3901 NW I15thAVE
DORAL, FL 33178
305.M.2623
DNB PROJECT NUMBER
07-120a
OWNERS PROJECT NUMBER
ISSUED FOR:
TYPE OF DOGS:
CONSTRUCTION
DOCUMENTS
DRAWN BY: APPROVED BY:
A2
DATE: SCALE.
—9/23/08— ——3/B"=1'-0'
CONSULTANTS:
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