Post on 28-Mar-2023
SHEET 1-15
# 10
9 6 0 8SNO - S - CC - 05 - 010
Sulawesi
CALCULATION CONTRACT NO. : K0498R/JOBT/MDP
CALCULATION OF PIPE RACK STRUCTURE
SU2573 B
SENORO GAS DEVELOPMENT PROJECTCIVIL / CIVIL
Joint Operating Body JOB NO. DOC. NO REV.Pertamina Medco E&P Tomori
REV
HDY
DATECLIENT
FMM JHH
DATE DESCRIPTION PREP'D
B 23-Jun-13 Issued for COMPANY Review AMP SN
APP'DBY
CHK'DEND'
DREV'D
SENORO GAS DEVELOPMENT PROJECT
TABULATION OF REVISED PAGES
12
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DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
BSHEET
REVISIONB
Attach. C
Attach. E
Attach. F
Attach. G
Attach. H
Attach. I
Attach .K X
Attach .J X
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Attach. D X
Attach. B X
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REV. B
23-Jun-13
REVISION SUMMARY
REV. DATE DESCRIPTION OF CHANGE
B 23-Jun-2013 Issued for Company Review
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
SENORO GAS DEVELOPMENT PROJECT DATE.
Page 3 of 15Page 3 of 15
B
CALCULATION OF PIPE RACK STRUCTURE # 10 REV
Doc. No. SNO-S-CC-05-010
1. GENERAL ………………………………………………………………………………………………………… 5
1.1 Scope ………………………………………………………………………………………………………… 5
DATE.
B
TABLE OF CONTENTS
SENORO GAS DEVELOPMENT PROJECT 23-Jun-13
REV.
1.2 Codes, Standards, and References …………………………………………………………………… 5
1.3 Units ……………………………………………………………………………………………………………… 5
1.4 Quality of Material …………………………………………………………………………………… 5
1.5 Unit Weight of Material …………………………………………………………………………… 6
1.6 Abbreviation ………………………………………………………………………………………………… 6
2. ANALYSIS METHOD ………………………………………………………………………………………… 7
2.1 Design Concept ………………………………………………………………………………………… 7g p
2.2 Design Criteria ………………………………………………………………………………………… 7
2.3 Design Loading ………………………………………………………………………………………… 72.4 Load Combination ………………………………………………………………………………………… 9
2.5 Allowable Deflection …………………………………………………………………………………… 11
3 STRUCTURAL MODELING …………………………………………………………………………………… 124 STEEL STRUCTURE CHECKING …………………………………………………………………………………… 12
4.1 Steel Stress Checking …………………………………………………………………………………… 12g
4.2 Deflection Checking …………………………………………………………………………………… 135. FOUNDATION CHECKING …………………………………………………………………………………… 15
ATTACHMENT
A. PIPE RACK PLAN VIEW & SECTION
B. PIPES, CABLE TRAY AND EQUIPMENT LOADING DATA
C. STRUCTURAL MODELLING
D. DESIGN LOAD
E. STAAD INPUT DATA
F. STRESS RATIO
G. DEFLECTION DATA
H. CONNECTION CHECK
I. ANCHOR BOLT CAPACITY
J FOUNDATION DESIGN
K. STEEL & FOUNDATION MATERIAL TAKE OFF (MTO)
Page 4 of 15
SENORO GAS DEVELOPMENT PROJECT DATE.
Doc. No. SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
1. General1.1 Scope
1.2 Codes, Standards, and References
1 SNO-S-DB-001 Design Basis Tripatra-Samsung " Civil/Structural Design Criteria "
This document presents calculation of foundation and steel structure for pipe rack structure PR-08.
1 SNO-S-DB-001, Design Basis Tripatra-Samsung Civil/Structural Design Criteria.
2
3 ACI 318-08 " Building Code Requirements for Structural Concrete and Commentary."
4
5 AISC-ASD " Manual of Steel Construction ", volume 2, 9th Edition
6 UBC 1997 " Uniform Building Code "
Job No 2894, Geotechnical Investigation For Senoro Gas Processing Plant Senoro-Central
Sulawesi Indonesia,Rev 03 by Soilens,PT on March, 21st 2013.
ASCE 7-10 " American Society of Civil Engineers - Minimum Design Loads for Buildings and Other Structures."
6 UBC - 1997, Uniform Building Code.
7
8 SNO-C-TC-102, Tripatra-Samsung " Wind Data Evaluation Report."
9
10 SNO-C-CC-001, " Calculation For Piling Capacity Design."
SNO-C-TS-101, Tripatra-Samsung " Earthquake Loads Calculation Procedure for Structures and Foundations. "
SNO-S-TS-001, Tripatra-Samsung Specification " Spesification For Structural Steel Material. "
1.3 Units
All Units are in SI Unit unless noted otherwise
1.4 Quality of Material
Structural Steel, ASTM A 36 or JIS G3101 Grade SS400
fy =
Strength
235 00 MPa
Material
fy = fu =
Ft all = Fv all =
Structural Concrete fc' = Levelling Concrete fc' = Reinforcing Bar : ASTM A615 d 60 BD f d B f
MPa
235.00
MPa
400.00141.0094.00
MPa 28.00
MP
Material Strength
17.50
MPa
MPa MPa
390 00ASTM A615 grade 60 or BDeformed Bar fy =
Anchor Bolt ASTM A 307 Grade C fy =
ft all = fv all =
HS Bolt, ASTM A 325 fy =
fu =
Weld Electrode (AWS D 1 1 E60xx) Fu =
137.30 MPa
240.00Strength
MPa Material
720.00
MPa
413 7 MPa
550.00
68.60
MPa
MPa
MPa
390.00
Weld Electrode (AWS D.1.1, E60xx) Fu =
Fv all = MPa 124.11
413.7 MPa
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B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
1.5 Unit Weight of Material
Reinforced Concrete (c)
Lean Concrete (pc)
Steel (s) 78.50
MaterialkN/m3
21.58
Unit Weight
3
23.54kN/m3
kN/m3
Soil (so)
Operating Liquid (L(o))
Water (L)
Sand Gravel (g)
1.6 Abbreviation
BCD : bolt circle diameter
10.00
kN/m316.50 kN/m3
kN/m310.60
kN/m317.65
BCD : bolt circle diameter
Ca : seismic coefficient
Cf : force coefficient
D : dead load
db : diameter bolt
E : young modulus
E : earthquake Load (E)
e : excentricitye : excentricity
F : minimum bolt pitch
ft : bolt tensile strength
fv : bolt shear strength
fy : yield strength of reinforce steel
G : gust effect factor
h : height of structure from ground level
I : importance factorI : importance factor
ID : inside diameter
Kd : wind directionaly factor
Kz : velocity pressure exposure coefficient
Kzt : topographic factor
LC1 : factored load combination
LC2 : unfactored load combination
Le minim m bolt embedmentLe : minimum bolt embedment
Mu : moment ultimate
: coefficient of frictionn1 : number of bolt
PE : weight of pipe in empty condition
PO : piping load (operating condition)
PT : piping load (testing condition)
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CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
QE : weight of machinery incl. appurtenances and it is clasiffied as empty load (erection)
Qo : equipment weight (operating condition)QT : equipment weight (testing condition)
qz : wind pressure
T : tensile forceTF : thermal force
V : shear force
Vs : base shear
Vp : shear of plate
W : wind load
Wt : weight of equipment and/or structure
Z : modulus section
2. Analysis Method2.1 Design Concept
-
- Stability :-
-
in transverse direction, structure are designed as reinforced steel frame with fixed connection
Loads to be considered in calculation consist of dead loads, live loads, pipe loads, equipment loads and environmental loads.
in longitudinal direction, structure are designed as reinforced steel frame with
- Horizontal and vertical bracing is designed as truss member
- Types of support is pinned connection in all direction.
pinned connection
Allowable Stress Design shall be used in the design of steel structure member conforming to AISC ASD.
- The structure will be analyzed with STAADPro V8i structural analysis computer programming and as space frame analysis.
-
2.2 Design Criteria2.2.1 Allowable Ratio
- Allowable ratio for permanent is 1.00 with apply unfactored combination.
- Allowable ratio for temporary is 1.33 with apply unfactored combination.
2.2.1 Allowable Deflection
- Allowable ratio for vertical is L/240 with apply unfactored combination.
- Allowable ratio for horizontal is L/200 with apply unfactored combination.
2.3 Design Loading2.3.1 Primary Load
The following loads and forces are considered in the design of Structure :
2.3.1.1. Dead Load (D)Selfweight of Steel Structure exclude plate connection, bolt & fireproofing.
2.3.1.2. Live Load (L)
Any load not permanently fixed to the structure e.g loading caused by personnel, tools during
Live Load shall be applied on platform in the top level of rack, as servicing cooling tower access.
Live Load in operating or maintenance platform are 2.50 kN/m2
2.5 x 3 = 7.5 kN/m ---> span 3 m
maintenance.
Live Load =
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B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
2.3.1.3. Equipment Load (Q)
2.3.1.4. Piping Load (P)
Dynamic load due to fan rotation has considered as additional static load that was determined based on the fan size.
Weight of equipment or machinery (ACHE) including appurtenances and it is classified as an empty (erection) load QE, an operating load Qo or a testing load QT.
2.3.1.5. Cable Tray Load
Weight of cable tray is included according to Electrical and Instrument information.
Weight of pipe including appurtenances and it is classified as an empty (erection) load PE, an operating load PO or a testing load PT.
Miscellaneous piping support attached on main structure that were not modeled on structure model, will be provided by piping. The miscellaneous piping loading at any position on platform were assumed that have been covered as live load on platform (170 kg/m2)
Weight of cable tray is calculated as follow :
- cable tray (900 mm = 150 kg,m; 600 mm = 100 kg/m; 300 mm = 50 kg/m)
2.3.1.6. Wind Load (W)
Wind Velocity (v) = m/s Risk Category III & IV
( ) kN/ 2
32.080
Based on , 'Senoro Gas Development Project, SNO-C-TC-102, "Wind Data Evaluation Report"', wind load will be calculated by following formula :
Wind Pressure (qz) = kN/m2 h = 4,6 m
= kN/m2 h = 6,1 m
= kN/m2 h = 7,6 m
= kN/m2 h = 9,1 m
= kN/m2 h = 12,2 m
= kN/m2 h = 15,2 m
= kN/m2 h = 18 m
0.690
0.710
0.620
0.540
0.570
0.590
0.660
2.3.1.7. Earthquake Load ( E)
Vs = Cs x Wt ,with Cs = Transv
Vs = x Wt Cs = Longit0.210
0.260
Based on, 'Senoro Gas Development Project, SNO-C-TS-101, "Earthquake Loads Calculation Procedure For Structure And Foundation "'', earthquake load will be calculated in accordance with UBC-97 as :
0.260
Vs = x Wt0.210
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B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
2.3.1.8. Thermal Load ( TF)
a. Thermal Load due to Material Friction
Thermal friction loads are calculated by estimating piping load by friction coeffficients ()
as follows:
In design of pipe supports, horizontal friction forces due to thermal expansion or contraction of flare lines and stream lines, etc shall be applied at the support bearing surfaces.
as follows:
= 0.3 ( steel to steel ) (Design Criteria)TF = x gravity pipe operation load
Pipe Weight (Wp)
NOTE :
b. Thermal Load due to Pipe anchorage/ Supporting system
Anchor and guide load is resulted from pipe stress analysis (PSA) which be generated from piping software analysis
The derived thermal forces based on normal and friction as described above is not used when thermal force from pipe stress analysis is given from piping.
Tf
The PSA result were plotted on piping loading data number (Attachment B)
2.3.1.9. Platform Load
Weight of Platform
Bar Φ 6 = 0.25 d2 x 78.5 x 11 = 0.024
Serrated = 0.03 x 0.01 x 1 x 78.5 x 35 = 0.343Total = 0 368
kN/m2
kN/m2
piping software analysis.
kN/m2
Total 0.368= 0.037
Total = 0.405
2.4
Empty Condition:
kN/m2
kN/m2
kN/m2
2.4.1Load Combination
Accessories + 10%
The following factored load combination is used to design concrete reinforcement by Load and Resistance Factored Design method:
Empty Condition:
LC 1-11 1.4(D + PE + QE )
LC 1-21 1.2(D + PE + QE) + 1.6 W in Z(+)
LC 1-22 1.2(D + PE + QE) + 1.6 W in Z(-)
LC 1-23 1.2(D + PE + QE) + 1.6 W in X(+)
LC 1-24 1.2(D + PE + QE) + 1.6 W in X(-)
LC 1-31 1.2(D + PE + QE) + E in Z(+)
LC 1-32 1 2(D + PE + QE) + E in Z(-)LC 1-32 1.2(D + PE + QE) + E in Z(-)
LC 1-33 1.2(D + PE + QE) + E in X(+)
LC 1-34 1.2(D + PE + QE) + E in X(-)
Operating Condition:LC 1-41 1.4(D + PO + QO + TF(+))
LC 1-42 1.2(D + PO + QO + TF(+)) + 1.6 L
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LC 1-43 1.4(D + PO + QO + TF(-))
LC 1-44 1.2(D + PO + QO + TF(-)) + 1.6 L
Operating Condition + Wind (on positive thermal):LC 1-51 1.2(D + PO + QO + TF(+)) + L + 1.6 W in Z(+)
LC 1-52 1.2(D + PO + QO + TF(+)) + L + 1.6 W in Z(-)
LC 1-53 1.2(D + PO + QO + TF(+)) + L + 1.6 W in X(+)
LC 1-54 1.2(D + PO + QO + TF(+)) + L + 1.6 W in X(-)
Operating Condition + Earthquake (on positive thermal):LC 1-61 1.2(D + PO + QO + TF(+)) + L + E in Z(+)
LC 1-62 1.2(D + PO + QO + TF(+)) + L + E in Z(-)
LC 1-63 1.2(D + PO + QO + TF(+)) + L + E in X(+)
LC 1-64 1.2(D + PO + QO + TF(+)) + L + E in X(-)
Operating Condition + Wind (on negative thermal):LC 1-71 1.2(D + PO + QO + TF(-)) + L + 1.6 W in Z(+)
LC 1-72 1.2(D + PO + QO + TF(-)) + L + 1.6 W in Z(-)
LC 1-73 1.2(D + PO + QO + TF(-)) + L + 1.6 W in X(+)
LC 1-74 1.2(D + PO + QO + TF(-)) + L + 1.6 W in X(-)
Operating Condition + Earthquake (on negative thermal):LC 1-91 1.2(D + PO + QO + TF(-)) + L + E in Z(+)
LC 1-92 1.2(D + PO + QO + TF(-)) + L + E in Z(-)
LC 1-93 1.2(D + PO + QO + TF(-)) + L + E in X(+)
LC 1-94 1.2(D + PO + QO + TF(-)) + L + E in X(-)
Test Condition:LC 1-80 1.2(D + PT + QT) + 1.6 (L/2)
LC 1-81 0.9(D + PT + QT) + 1.6 (W/3) in Z(+)
LC 1-82 0.9(D + PT + QT) + 1.6 (W/3) in Z(-)
LC 1-83 0.9(D + PT + QT) + 1.6 (W/3) in X(+)
LC 1-84 0.9(D + PT + QT) + 1.6 (W/3) in X(-)
Empty Condition: Increase in Allowable StressLC 2-11 D + PE + QE 1.00
LC 2-21 D + PE + QE + W in Z(+) 1.33
2.4.2 The following unfactored load combination is used to steel structure design by Allowable Stress Design.
LC 2-22 D + PE + QE + W in Z(-) 1.33
LC 2-23 D + PE + QE + W in X(+) 1.33
LC 2-24 D + PE + QE + W in X(-) 1.33
LC 2-31 D + PE + QE + E in Z(+)/1,4 1.33
LC 2-32 D + PE + QE + E in Z(-)/1,4 1.33
LC 2-33 D + PE + QE + E in X(+)/1,4 1.33
LC 2-34 D + PE + QE + E in X(-)/1,4 1.33
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Operating Condition:LC 2-41 D + PO + QO + TF(+) 1.00
LC 2-42 D + PO + QO + TF(-) 1.00
Operating Condition + Wind (on positive thermal):LC 2-51 D + PO + QO + TF(+) + L + W in Z(+) 1.33
LC 2-52 D + PO + QO + TF(+) + L + W in Z(-) 1.33
LC 2 53 D + P + Q + TF(+) + L + W in X(+) 1 33LC 2-53 D + PO + QO + TF(+) + L + W in X(+) 1.33
LC 2-54 D + PO + QO + TF(+) + L + W in X(-) 1.33
Operating Condition + Earthquake (on positive thermal):LC 2-61 D + PO + QO + TF(+) + L + E in Z(+)/1,4 1.33
LC 2-62 D + PO + QO + TF(+) + L + E in Z(-)/1,4 1.33
LC 2-63 D + PO + QO + TF(+) + L + E in X(+)/1,4 1.33
LC 2-64 D + PO + QO + TF(+) + L + E in X(-)/1,4 1.33
Operating Condition + Wind (on negative thermal):Operating Condition + Wind (on negative thermal):LC 2-71 D + PO + QO + TF(-) + L + W in Z(+) 1.33
LC 2-72 D + PO + QO + TF(-) + L + W in Z(-) 1.33
LC 2-73 D + PO + QO + TF(-) + L + W in X(+) 1.33
LC 2-74 D + PO + QO + TF(-) + L + W in X(-) 1.33
Operating Condition + Earthquake (on negative thermal):LC 2-81 D + PO + QO + TF(-) + L + E in Z(+)/1,4 1.33
LC 2-82 D + PO + QO + TF(-) + L + E in Z(-)/1,4 1.33LC 2 82 O QO ( ) ( ) , 1.33
LC 2-83 D + PO + QO + TF(-) + L + E in X(+)/1,4 1.33
LC 2-84 D + PO + QO + TF(-) + L + E in X(-)/1,4 1.33
Test Condition:LC 2-90 D + PT + QT 1.00
LC 2-91 D + PT + QT + W in Z(+) 1.33
LC 2-92 D + PT + QT + W in Z(-) 1.33
LC 2-93 D + PT + QT + W in X(+) 1.33
LC 2-94 D + PT + QT + W in X(-) 1.33
LC 2-95 D + PT + QT + E in Z(+)/1,4 1.33
LC 2-96 D + PT + QT + E in Z(-)/1,4 1.33
LC 2-97 D + PT + QT + E in X(+)/1,4 1.33
LC 2-98 D + PT+ QT + E in X(-)/1,4 1.33
2.5 Allowable Deflection
2.5.1
- Beam for Structural componen: L/2402.5.2 The limiting permissible horizontal displacement of structures :
- Steel Structure : H/200
The limiting permissible vertical deflection for structural steel members shall be as specified below :
where :
L = Theoretical span of beam
H = Total Height of structures
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CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
3 St t l M d li3. Structural ModelingStructural modeling at the pipe rack is applied three dimensional with seismic analysis.
4. Steel Structure Checking4.1 Steel Stress Checking
Steel member stresses are checked in accordance with AISC by STAAD Pro V8i whichpresents the actual stress to the allowable Stress Ratio as SR.
Pipe Rack PR-08
Permanent Temporary
H-588X300X12 Column
H-588X300X12 Main beam
EL+0,00 H-300x150x6,5 Secondary beamto H-300x150x6 5 Longitudinal beam
0.640
0.244
0 374
0.243
0.369
0.857
Steel Stress RatioProfiles
0.357
Remarksm
Elevation
0 361to H 300x150x6,5 Longitudinal beam
EL+5,00 H-200x100x5,5 Secondary longitudinal beam
T-150x150 Horizontal Bracing
T-200x200 Vertical Bracing
H-588X300X12 Column
H-588X300X12 Main beam
EL+5,00 H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam0.278
0.214 0.417
0.155 0.417
0.465 0.467
0.210
0.1200.092
0.374
0.093
0.306 0.582
0.361
0.089
H 300x150x6,5 Longitudinal beam
EL+7,00 H-200x100x5,5 Secondary longitudinal beam
T-150x150 Horizontal Bracing
T-200x200 Vertical Bracing
H-588X300X12 Column
H-588X300X12 Main beam
EL+7,00 H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam
0.278
0.101 0.218
0.210
0.074 0.083
0.106 0.121
0.274 0.277
0.189 0.329
0.094 0.354
0.154 0.212, g
EL+10,00H-200x100x5,5 Secondary longitudinal beam
T-150x150 Horizontal Bracing
T-200x200 Vertical Bracing
H-588X300X12 Column
H-588X300X12 Main beam
EL+10,00H-300x150x6,5 Secondary beamto H-300x150x6,5 Longitudinal beam
0.105 0.243
0.069 0.088
0.057 0.076
0.414 0.420
0.437 0.749
0.333
0.163 0.277
0.127
g
EL+13,00H-200x100x5,5 Secondary longitudinal beam
T-150x150 Horizontal Bracing
T-200x200 Vertical Bracing
H-588X300X12 Column
H-588X300X12 Main beam
EL+13,00H-400x200x8 Secondary beamto H-400x200x8 Longitudinal beam
0.922
0.117 0.253
0.476 0.570
0.848
0.032 0.065
0.030 0.110
0.558 0.561
0.471 0.479
EL+16,00H-200x100x5,5 Secondary longitudinal beam
T-150x150 Horizontal Bracing
T-200x200 Vertical Bracing
0.166 0.264
0.159 0.305
0.184 0.285
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For Permanent condition,Max ratio < …OK
For Temporary condition,Max ratio < …OK
4.2 Deflection CheckingDeflection check for steel structures is performed based on the unfactored load combinations.
0.922
0.848 1.00
1.33
(1). Vertical deflection (dv) Check.dv allowed = L / 240
(2). Horizontal Deflection (dh) Check:dh allowed = H / 200
Where, L = horizontal span length of the structure member
H = height of structure member (column)
The following tables present summary of the results.
Beam Deflection Permanent Load ConditionElevation Properties L δall δ check Remarks
(m) (mm) (mm) (mm)
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+5,00 H-300x150x6,5 OK Longitudinal beam
H 200x100x5 5 OK Secondary longitudinal beam
33.333
12 500
25.000
33.333
1.453
1.449
6000
8000
3000 0 058
8000
1.983
H-200x100x5,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+7,00 H-300x150x6,5 OK Longitudinal beam
H-200x100x5,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
5830
12.500
24.292
3000 0.058
33.333 0.985
8000 33.333 2.536
0.003
0.003
6000 25.000 0.715
8000
5000 20.833
3000 12.500 0.058
5000 20 833 0 003T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+10,00H-300x150x6,5 OK Longitudinal beam
H-200x100x5,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
8000 33.333 0.760
6000 25.000
5000 20.833 0.003
3606 15.025 0.003
8000 33.333 1.596
0.630
3000 12.500 0.058
5000 20.833 0.003
4243 17 679 0 003T 200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+13,00H-300x150x6,5 OK Longitudinal beam
H-200x100x5,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
0.700
6000 25.000 2.516
8000 33.333 2.354
8000
4243 17.679 0.003
3000 12.500 0.058
33.333
5000 20.833 0.003
8000 33.333 4.449
4243 17.679 0.003
H 588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+16,00H-300x150x6,5 OK Longitudinal beam
H-200x100x5,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
8000 33.333 4.449
8000 33.333 2.575
6000 25.000 1.290
3000 12.500 0.058
5000 20.833 0.003
4243 17.679 0.003
Page 13 of 15
SENORO GAS DEVELOPMENT PROJECT DATE.
Doc. No. SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
Column Deflection Permanent Load Condition
Elevation Properties L δall δx check δz check Remarks
(m) (mm) (mm) (mm) (mm)
EL+5,00 H-588X300X12 OK OK AA - HA
EL+7,00 H-588X300X12 AA - HA
EL+10,00H-588X300X12 AA - HAOK
OK7000 35.000 4.911 1.129
1.585
OK
OK10000 50.000
5000 25.000 4.365 1.105
5.315
EL+13,00H-588X300X12 AA - HA
EL+16,00H-588X300X12 AA - HA
Beam Deflection Temporary Load ConditionElevation Properties L δall δ check Remarks
(m) (mm) (mm) (mm)
H 588X300X12 OK M i b
OK 1.881
2.107
OK
OK OK16000 80.000 6.293
13000 65.000 5.705
8000 33 333 2 285 H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+5,00 H-300x150x6,5 OK Longitudinal beam
H-300x150x6,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H 300 150 6 5 OK S d b
6000 25.000 1.454
3000 12.500 0.058
8000 33.333 2.285
8000 33 333 2 981
5000 20.833 0.003
5830 24.292 0.003
8000 33.333 4.070
8000 33.333 1.462
H-300x150x6,5 OK Secondary beam
EL+7,00 H-300x150x6,5 OK Longitudinal beam
H-300x150x6,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+10 00H 300x150x6 5 OK Longitudinal beam
5000 20.833 0.003
3606 15.025 0.003
8000 33.333 2.981
6000 25.000 0.595
8000 33.333 1.996
8000 33.333 3.153
6000 25 000 0 620
3000 12.500 0.058
EL+10,00H-300x150x6,5 OK Longitudinal beam
H-300x150x6,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+13,00H-300x150x6,5 OK Longitudinal beam
H 300x150x6 5 OK Secondary longitudinal beam
6000 25.000 0.620
8000 33.333 0.357
8000 33.333 2.232
6000 25.000 0.955
3000 12 500 0 058
3000 12.500 0.058
5000 20.833 0.003
4243 17.679 0.003
H-300x150x6,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing
H-588X300X12 OK Main beam
H-300x150x6,5 OK Secondary beam
EL+16,00H-300x150x6,5 OK Longitudinal beam
H-300x150x6,5 OK Secondary longitudinal beam
T-150x150 OK Horizontal Bracing
8000 33.333 4.829
4243 17.679 0.003
5000 20.833 0.003
3000 12.500 0.058
3000 12.500 0.058
5000 20 833 0 003
8000 33.333 1.995
6000 25.000 1.384
T-150x150 OK Horizontal Bracing
T-200x200 OK Vertical Bracing4243 17.679 0.003
5000 20.833 0.003
Page 14 of 15
SENORO GAS DEVELOPMENT PROJECT DATE.
Doc. No. SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
23-Jun-13
Column Deflection Temporary Load Condition
Elevation Properties L δall δx check δz check Remarks
(m) (mm) (mm) (mm) (mm)
EL+5,00 H-588X300X12 OK OK AA - HA
EL+7,00 H-588X300X12 AA - HA
EL+10,00H-588X300X12 AA - HA
5000 25.000 21.654 2.118
7000 35.000 25.557 OK 2.760 OK
10000 50.000 30.298 OK 3.731 OK
EL+13,00H-588X300X12 AA - HA
EL+16,00H-588X300X12 AA - HA
5. Foundation Checking
- Summary of pile foundation design
16000 80.000 37.950 OK 5.611 OK
13000 65.000 34.463 OK 4.703 OK
Allowable (kN)
0.00 -175.00 11.57 39.00
Pile Lateral
Allowable (kN)
Forces (kN)
Allowable (kN)
Forces (kN)
Pile Compression Pile Tension
Row AA-HA
4
Permanent 0.3 - 18 206.94 355.80
Pile Loc.
ConditionPile
D-L (m)Forces
(kN)
- Based on the given condition in structural analysis, the pile capacity of
piperack foundation considered adequate in meeting design criteria.
Row AA-HA
- Number of pile used per foundation = 4 pile diameter 300 mm effective length 18 m
Temporary 0.3 - 18 308.47 475.00 0.00 -233.30 28.26 39.00zone 4
Number of pile used per foundation 4 pile, diameter 300 mm, effective length 18 m.
- Use 8 ea inch dia. Anchor bolt.
- Footing shall be 2700 mm length, 2700 mm width and 500 mm thick, with D16-250 flexural
reinforcement.
1 1/4
Page 15 of 15
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
PIPE RACK PLAN VIEW & SECTION
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
ATTACHMENT A
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
B
SNO-S-CC-05-010
A.1 Pipe Rack PR-08 Plan
PR‐10
Fig.A.1.1 Pipe Rack PR-10 LayoutFig.A.1.1 Pipe Rack PR 10 Layout
A.2 Pipe Rack PR-10 Section
Note
Thi i t i f t h i lThis picture is for technical
drawing.
Please see Attachment B
Fig.A.2.1 Section of Pipe Rack PR-10
Attachment A - Page 1 of 1
PIPES, CABLE TRAY AND EQUIPMENT LOADING DATA
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
ATTACHMENT B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
B.1 PIPING LOADING DATA B.1.1 Piping Info ( SNO-P-INF-102)
Drawing no : SNO-INF-26A
Attachment B (Pipe Load Data) - Page 1 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-26B
Attachment B (Pipe Load Data) - Page 2 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-26C
Attachment B (Pipe Load Data) - Page 3 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-26D
Attachment B (Pipe Load Data) - Page 4 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-26E
Attachment B (Pipe Load Data) - Page 5 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-27A
Attachment B (Pipe Load Data) - Page 6 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-27B
Attachment B (Pipe Load Data) - Page 7 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-27C
Attachment B (Pipe Load Data) - Page 8 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-27D
Attachment B (Pipe Load Data) - Page 9 of 16
SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
Drawing no : SNO-INF-27E
Attachment B (Pipe Load Data) - Page 10 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
B.1.2 Piping Load
Attachment B - 11 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
Attachment B - 12 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
Attachment B - 13 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
Piping loads for each bay of PR-10 can be seen on the following table,
DEAD LOAD
GRAVITY DIRECTION (Fy)
Test
PT
Piping Location Unit
PE PO
OperateEmpty
Elev. +5.000
Bay 45 - 46
Line <= 10 inch
Line = 16 inch
Line = 16 inch
Line = 16 inch
5.10
0.55-1.5
10.00 23.00 16.00
2.200 2.200 2.200
5.00 7.00 15.00
2.800 2.800 2.800
18.00 18.00
kN/m 5.103.60
0.55-1.5
Kn
x=kN
x=kN 10.00
x=
x= 0.55-1.5
3 325 3 325 3 325
Line = 16 inch
Elev. +7,000
Bay 45 - 46
Line <= 10 inch
Line = 12 inch
Line = 12 inch kN 13.00 15.00 17.00
8.00 8.00 10.00
x= 0.996 0.996 0.996
x=
1.600
kN/m 3.60 5.10 5.10
x= 1.8-3.3 1.8-3.3
1.600
1.8-3.3
kN 12.00 17.00 18.00
x= 1.600
3.325 3.325 3.325
kN
Line = 12 inch
Line = 12 inch
Line = 16 inch
Elev. +10,000
Bay 45 - 46
Line <= 10 inch
kN 6.00 12.00 10.00
kN/m 5 10 5 10
x= 2.425 2.425 2.425
kN 12.00 13.00 17.00
x=
x= 2.500 2.500
1.100 1.100
3 60
2.500
1.100
kN 10.00 11.00 14.00
x= 3.400 3.400 3.400
Line <= 10 inch
Line = 24 inch
Line = 16 inch
Line = 12 inch
0.850 0.850 0.850
x= 0.800 0.800 0.800
kN
kN 12.00
kN 5.00 6.00 14.00
x= 2.450 2.450 2.450
17.00
x=
8.00 8.00 29.00
kN/m 5.10 5.10
x= 1.5-2.25 1.5-2.25 1.5-2.25
13.00
3.60
Attachment B - 14 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
Elev. +16.000
Bay 45 - 46
Line <= 10 inch
Line <= 10 inch
Line = 20 inch
Line = 20 inch
x= 1.600 1.600 1.600
kN 90.00 95.00 94.00
kN/m 3.60 5.10 5.10
x= 1-1.9 1-1.9 1-1.9
kN 150.00 157.00 168.00
kN/m 3.60 5.10 5.10
x= 3-3.5 3-3.5 3-3.5
THERMAL LOAD
LONGITUDINAL DIRECTION (Fz)
Elev. +5.000
Bay 45 - 46
x= 2.800 2.800 2.800
Piping Location Unit
Long.
Direct.
Fz
Bay 45 46
Line <= 10 inch
Line = 16 inch
Line = 16 inch
Elev. +7,000
Bay 45 - 46
Line <= 10 inch kN/m 1.53
kN/m 1.53
x= 0.55-1.5
Kn 35.00
x= 2.200
kN 6.00
x= 3.325
Line = 12 inch
Line = 12 inch
Line = 12 inch
Elev. +10,000
Bay 45 - 46
Line <= 10 inch kN/m 1 53
x= 1.600
kN 5.00
x= 2.500
kN 8.00
x= 3.400
x= 1.8-3.3
kN 15.00
Line <= 10 inch
Line = 24 inch
Line = 16 inch
Line = 12 inch
Elev. +16.000
Bay 45 - 46
kN 9.00
x= 0.800
x= 1.5-2.25
kN 9.00
x= 0.850
kN 2.10
x= 2.450
kN/m 1.53
Line <= 10 inch
Line <= 10 inch
Line = 12 inch kN 97.00
kN/m 1.53
x= 3-3.5
x= 2.800
kN/m 1.53
x= 1-1.9
Attachment B - 15 of 16
SNO-S-CC-05-010
B.
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.
TRANSVERSE DIRECTION (Fx)
Elev. +5.000
Bay 45 - 46
Line = 16 inch
Line = 16 inch
Trans. Direct.
Kn 23.00
x= 2.200
7.00kN
Piping Location Unit
Fz
Line = 16 inch
Line = 16 inch
Elev. +7,000
Bay 45 - 46
Line = 12 inch
Line = 12 inch
x= 0.996
kN 2.00
x= 3.325
2.800
x= 1.600
kN 1.00
8.00
x=
kN
kN 18.00
Line 12 inch
Line = 12 inch
Line = 12 inch
Line = 16 inch
Elev. +10,000
Bay 45 - 46
x= 3.400
kN 2.00
x= 2.425
5.00
x= 1.100
kN 4.50
x= 2.500
kN
kN 1.00
Line = 24 inch
Line = 16 inch
Line = 12 inch
Elev. +16.000
Bay 45 - 46
Line = 20 inch
kN 1.50
x= 0.850
kN 3.00
x= 2.450
x= 0.800
kN 4.00
kN 3.00
x= 1 600
Line = 20 inch
x= 2.800
x= 1.600
kN 1.50
Attachment B - 16 of 16
STRUCTURAL MODELLING
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
ATTACHMENT C
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No. SNO-S-CC-05-010
B
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
C.1 STAAD.PRO MODEL
Fig. C.1.1 Piperack 3D view
Fig. C.1.2 Plan EL. +5.000
Fig. C.1.3 Plan EL. +7.000
Attachment C - Page 1 of 3
Doc. No. SNO-S-CC-05-010
B
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Fig. C.1.4 Plan EL. +10.000
Fig. C.1.5 Plan EL. +13.000
Fig. C.1.6 Plan EL. +16.000
Attachment C - Page 2 of 3
Doc. No. SNO-S-CC-05-010
B
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Fig. C.1.4 Long Section
Fig. C.1.5 Short Section
Attachment C - Page 3 of 3
DESIGN LOAD
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
ATTACHMENT D
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D. DESIGN LOAD
D.1 STAAD.PRO 2007 MODEL LOAD ASSIGN
D.1.1 Dead load
Fig. D.1.1.1 Dead Load (Selfweight)
Load 11
XY
Z
Fig. D.1.1.2 Dead Load (Cable Tray)
Load 17
XY
Z
Attachment D - Page 1 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
Fig. D.1.1.3 Dead Load (Platform)
Load 18
XY
Z
D.1.2 Live load
Fig. D.1.2 Live Load
Load 19
XY
Z
Attachment D - Page 2 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.3 Pipe Empty load
D.1.4 Pipe Operating Load
Fig. D.1.3 Pipe Empty LoadX
Y
Z
Fig. D.1.4 Pipe Operating Load
XY
Z
Attachment D - Page 3 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.5 Pipe Test load
Fig. D.1.5 Pipe Test Load
XY
Z
Attachment D - Page 4 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.6 Wind Load Z Direction
Load 31
XY
Z
D.1.7 Wind Load X Direction
Fig. D.1.6 Wind Load Z Direction
Y
Fig. D.1.7 Wind Load X Direction
Load 21
XY
Z
Attachment D - Page 5 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.8 Wind Load on pipes
Fig. D.1.8 Wind Load on Pipes
Load 22
XY
Z
D.1.9 Thermal Load Z Direction
g p
Fig. D.1.9 Thermal Load Z Direction
XY
Z
Attachment D - Page 6 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.10 Thermal Load X Direction
XY
D.1.11 Earthquake Load Z Direction
Fig. D.1.10 Thermal Load X-Dir
XZ
Fig. D.1.11 Earth quake Load Z Direction
XY
Z
Attachment D - Page 7 of 8
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No.CALCULATION OF PIPE RACK STRUCTURE # 10
SNO-S-CC-05-010
BREV.
D.1.12 Earthquake Load X Direction
Fig. D.1.12 Earth quake Load X Direction
XY
Z
Attachment D - Page 8 of 8
STAAD INPUT DATA
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
ATTACHMENT E
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
E. STAAD PRO INPUT
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 25-Jun-13JOB NAME SENORO PROJECTJOB CLIENT JOB PERTAMINA - MEDCOJOB NO 9608JOB REV BJOB REF PIPE RACK PR-10ENGINEER NAME AMPEND JOB INFORMATIONINPUT WIDTH 79UNIT METER KNJOINT COORDINATES1 0 0.3 0; 2 0 5 0; 3 0 7 0; 4 0 10 0; 5 0 13 0; 6 0 16 0; 7 8 0.3 0; 8 8 5 0;9 8 7 0; 10 8 10 0; 11 8 13 0; 12 8 16 0; 13 0 0.3 6; 14 0 5 6; 15 0 7 6;16 0 10 6; 17 0 13 6; 18 0 16 6; 19 8 0.3 6; 20 8 5 6; 21 8 7 6; 22 8 10 6;23 8 13 6; 24 8 16 6; 25 0 0.3 12; 26 0 5 12; 27 0 7 12; 28 0 10 12;29 0 13 12; 30 0 16 12; 31 8 0.3 12; 32 8 5 12; 33 8 7 12; 34 8 10 12;35 8 13 12; 36 8 16 12; 37 0 0.3 18; 38 0 5 18; 39 0 7 18; 40 0 10 18;41 0 13 18; 42 0 16 18; 43 8 0.3 18; 44 8 5 18; 45 8 7 18; 46 8 10 18;47 8 13 18; 48 8 16 18; 49 0 0.3 24; 50 0 5 24; 51 0 7 24; 52 0 10 24;53 0 13 24; 54 0 16 24; 55 8 0.3 24; 56 8 5 24; 57 8 7 24; 58 8 10 24;59 8 13 24; 60 8 16 24; 61 0 0.3 30; 62 0 5 30; 63 0 7 30; 64 0 10 30;
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
; ; ; ; ; ;65 0 13 30; 66 0 16 30; 67 8 0.3 30; 68 8 5 30; 69 8 7 30; 70 8 10 30;71 8 13 30; 72 8 16 30; 73 0 0.3 36; 74 0 5 36; 75 0 7 36; 76 0 10 36;77 0 13 36; 78 0 16 36; 79 8 0.3 36; 80 8 5 36; 81 8 7 36; 82 8 10 36;83 8 13 36; 84 8 16 36; 85 0 0.3 42; 86 0 5 42; 87 0 7 42; 88 0 10 42;89 0 13 42; 90 0 16 42; 91 8 0.3 42; 92 8 5 42; 93 8 7 42; 94 8 10 42;95 8 13 42; 96 8 16 42; 97 0 5 3; 98 8 5 3; 99 0 5 9; 100 8 5 9; 101 0 5 15;102 8 5 15; 103 0 5 21; 104 8 5 21; 105 0 5 27; 106 8 5 27; 107 0 5 33;108 8 5 33; 109 0 5 39; 110 8 5 39; 111 0 7 3; 112 8 7 3; 113 0 7 9; 114 8 7 9;115 0 7 15; 116 8 7 15; 117 0 7 21; 118 8 7 21; 119 0 7 27; 120 8 7 27;121 0 7 33; 122 8 7 33; 123 0 7 39; 124 8 7 39; 125 0 10 3; 126 8 10 3;127 0 10 9; 128 8 10 9; 129 0 10 15; 130 8 10 15; 131 0 10 21; 132 8 10 21;133 0 10 27; 134 8 10 27; 135 0 10 33; 136 8 10 33; 137 0 10 39; 138 8 10 39;139 0 13 3; 140 8 13 3; 141 0 13 9; 142 8 13 9; 143 0 13 15; 144 8 13 15;145 0 13 21; 146 8 13 21; 147 0 13 27; 148 8 13 27; 149 0 13 33; 150 8 13 33;151 0 13 39; 152 8 13 39; 153 0 16 3; 154 8 16 3; 155 0 16 9; 156 8 16 9;157 0 16 15; 158 8 16 15; 159 0 16 21; 160 8 16 21; 161 0 16 27; 162 8 16 27;163 0 16 33; 164 8 16 33; 165 0 16 39; 166 8 16 39; 167 4 5 0; 168 4 5 3;169 4 5 6; 170 4 5 9; 171 4 5 12; 172 4 5 15; 173 4 5 18; 174 4 5 21;175 4 5 24; 176 4 5 27; 177 4 5 30; 178 4 5 33; 179 4 5 36; 180 4 5 39;181 4 5 42; 182 4 7 0; 183 4 7 3; 184 4 7 6; 185 4 7 9; 186 4 7 12; 187 4 7 15;188 4 7 18; 189 4 7 21; 190 4 7 24; 191 4 7 27; 192 4 7 30; 193 4 7 33;194 4 7 36; 195 4 7 39; 196 4 7 42; 197 4 10 0; 198 4 10 3; 199 4 10 6;200 4 10 9; 201 4 10 12; 202 4 10 15; 203 4 10 18; 204 4 10 21; 205 4 10 24;206 4 10 27; 207 4 10 30; 208 4 10 33; 209 4 10 36; 210 4 10 39; 211 4 10 42;212 4 13 0; 213 4 13 3; 214 4 13 6; 215 4 13 9; 216 4 13 12; 217 4 13 15;
Attachment E - Page 1 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
218 4 13 18; 219 4 13 21; 220 4 13 24; 221 4 13 27; 222 4 13 30; 223 4 13 33;224 4 13 36; 225 4 13 39; 226 4 13 42; 227 4 16 0; 228 4 16 3; 229 4 16 6;230 4 16 9; 231 4 16 12; 232 4 16 15; 233 4 16 18; 234 4 16 21; 235 4 16 24;236 4 16 27; 237 4 16 30; 238 4 16 33; 239 4 16 36; 240 4 16 39; 241 4 16 42;242 0 5 -1.5; 243 8 5 -1.5; 245 0 5 43.5; 246 8 5 43.5; 248 0 7 -1.5;249 8 7 -1.5; 251 0 7 43.5; 252 8 7 43.5; 254 0 10 -1.5; 255 8 10 -1.5;257 0 10 43.5; 258 8 10 43.5; 260 0 13 -1.5; 261 8 13 -1.5; 263 0 13 43.5;264 8 13 43.5; 266 0 16 -1.5; 267 8 16 -1.5; 269 0 16 43.5; 270 8 16 43.5;272 0 3.5 0; 273 0 3.5 42; 274 0 5.5 0; 275 0 5.5 42; 276 0 8.5 0;277 0 8.5 42; 278 0 11.5 0; 279 0 11.5 42; 280 0 14.5 0; 281 0 14.5 42;282 8 3.5 0; 283 8 3.5 42; 284 8 5.5 0; 285 8 5.5 42; 286 8 8.5 0;287 8 8.5 42; 288 8 11.5 0; 289 8 11.5 42; 290 8 14.5 0; 291 8 14.5 42;292 1.5 5 0; 293 6.5 5 0; 294 1.5 5 42; 295 6.5 5 42; 296 1.5 7 0; 297 6.5 7 0;298 1.5 10 0; 299 6.5 10 0; 300 1.5 13 0; 301 6.5 13 0; 302 1.5 16 0;303 6.5 16 0; 304 1.5 7 42; 305 6.5 7 42; 306 1.5 10 42; 307 6.5 10 42;308 1.5 13 42; 309 6.5 13 42; 310 1.5 16 42; 311 6.5 16 42; 312 4 5 -1.5;313 4 5 43.5; 314 4 7 -1.5; 315 4 7 43.5; 316 4 10 -1.5; 317 4 10 43.5;318 4 13 -1.5; 319 4 13 43.5; 320 4 16 -1.5; 321 4 16 43.5;MEMBER INCIDENCES1 1 272; 2 2 274; 3 3 276; 4 4 278; 5 5 280; 6 7 282; 7 8 284; 8 9 286;9 10 288; 10 11 290; 11 2 292; 12 3 296; 13 4 298; 14 5 300; 15 6 302; 16 2 97;17 3 111; 18 4 125; 19 5 139; 20 6 153; 21 8 98; 22 9 112; 23 10 126;24 11 140; 25 12 154; 26 13 14; 27 14 15; 28 15 16; 29 16 17; 30 17 18;31 19 20; 32 20 21; 33 21 22; 34 22 23; 35 23 24; 36 14 169; 37 15 184;38 16 199; 39 17 214; 40 18 229; 41 14 99; 42 15 113; 43 16 127; 44 17 141;45 18 155; 46 20 100; 47 21 114; 48 22 128; 49 23 142; 50 24 156; 51 25 26;52 26 27; 53 27 28; 54 28 29; 55 29 30; 56 31 32; 57 32 33; 58 33 34; 59 34 35;60 35 36; 61 26 171; 62 27 186; 63 28 201; 64 29 216; 65 30 231; 66 26 101;67 27 115; 68 28 129; 69 29 143; 70 30 157; 71 32 102; 72 33 116; 73 34 130;74 35 144; 75 36 158; 76 37 38; 77 38 39; 78 39 40; 79 40 41; 80 41 42;81 43 44; 82 44 45; 83 45 46; 84 46 47; 85 47 48; 86 38 173; 87 39 188;88 40 203; 89 41 218; 90 42 233; 91 38 103; 92 39 117; 93 40 131; 94 41 145;95 42 159; 96 44 104; 97 45 118; 98 46 132; 99 47 146; 100 48 160; 101 49 50;102 50 51; 103 51 52; 104 52 53; 105 53 54; 106 55 56; 107 56 57; 108 57 58;109 58 59; 110 59 60; 111 50 175; 112 51 190; 113 52 205; 114 53 220;115 54 235; 116 50 105; 117 51 119; 118 52 133; 119 53 147; 120 54 161;121 56 106; 122 57 120; 123 58 134; 124 59 148; 125 60 162; 126 61 62;127 62 63; 128 63 64; 129 64 65; 130 65 66; 131 67 68; 132 68 69; 133 69 70;134 70 71; 135 71 72; 136 62 177; 137 63 192; 138 64 207; 139 65 222;140 66 237; 141 62 107; 142 63 121; 143 64 135; 144 65 149; 145 66 163;146 68 108; 147 69 122; 148 70 136; 149 71 150; 150 72 164; 151 73 74;152 74 75; 153 75 76; 154 76 77; 155 77 78; 156 79 80; 157 80 81; 158 81 82;159 82 83; 160 83 84; 161 74 179; 162 75 194; 163 76 209; 164 77 224;165 78 239; 166 74 109; 167 75 123; 168 76 137; 169 77 151; 170 78 165;171 80 110; 172 81 124; 173 82 138; 174 83 152; 175 84 166; 176 85 273;177 86 275; 178 87 277; 179 88 279; 180 89 281; 181 91 283; 182 92 285;183 93 287; 184 94 289; 185 95 291; 186 86 294; 187 87 304; 188 88 306;189 89 308; 190 90 310; 191 97 14; 192 98 20; 193 97 168; 194 99 26;195 100 32; 196 99 170; 197 101 38; 198 102 44; 199 101 172; 200 103 50;201 104 56; 202 103 174; 203 105 62; 204 106 68; 205 105 176; 206 107 74;207 108 80; 208 107 178; 209 109 86; 210 110 92; 211 109 180; 212 111 15;
Attachment E - Page 2 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
213 112 21; 214 113 27; 215 114 33; 216 115 39; 217 116 45; 218 117 51;219 118 57; 220 119 63; 221 120 69; 222 121 75; 223 122 81; 224 123 87;225 124 93; 226 111 183; 227 113 185; 228 115 187; 229 117 189; 230 119 191;231 121 193; 232 123 195; 233 125 16; 234 126 22; 235 127 28; 236 128 34;237 129 40; 238 130 46; 239 131 52; 240 132 58; 241 133 64; 242 134 70;243 135 76; 244 136 82; 245 137 88; 246 138 94; 247 125 198; 248 127 200;249 129 202; 250 131 204; 251 133 206; 252 135 208; 253 137 210; 254 139 17;255 140 23; 256 141 29; 257 142 35; 258 143 41; 259 144 47; 260 145 53;261 146 59; 262 147 65; 263 148 71; 264 149 77; 265 150 83; 266 151 89;267 152 95; 268 139 213; 269 141 215; 270 143 217; 271 145 219; 272 147 221;273 149 223; 274 151 225; 275 153 18; 276 154 24; 277 155 30; 278 156 36;279 157 42; 280 158 48; 281 159 54; 282 160 60; 283 161 66; 284 162 72;285 163 78; 286 164 84; 287 165 90; 288 166 96; 289 153 228; 290 155 230;291 157 232; 292 159 234; 293 161 236; 294 163 238; 295 165 240; 296 167 293;297 168 98; 298 167 168; 299 169 20; 300 170 100; 301 169 170; 302 171 32;303 172 102; 304 171 172; 305 173 44; 306 174 104; 307 173 174; 308 175 56;309 176 106; 310 175 176; 311 177 68; 312 178 108; 313 177 178; 314 179 80;315 180 110; 316 179 180; 317 181 295; 318 168 169; 319 170 171; 320 172 173;321 174 175; 322 176 177; 323 178 179; 324 180 181; 325 182 297; 326 183 112;327 184 21; 328 185 114; 329 186 33; 330 187 116; 331 188 45; 332 189 118;333 190 57; 334 191 120; 335 192 69; 336 193 122; 337 194 81; 338 195 124;339 196 305; 340 182 183; 341 184 185; 342 186 187; 343 188 189; 344 190 191;345 192 193; 346 194 195; 347 183 184; 348 185 186; 349 187 188; 350 189 190;351 191 192; 352 193 194; 353 195 196; 354 197 299; 355 198 126; 356 199 22;357 200 128; 358 201 34; 359 202 130; 360 203 46; 361 204 132; 362 205 58;363 206 134; 364 207 70; 365 208 136; 366 209 82; 367 210 138; 368 211 307;369 197 198; 370 199 200; 371 201 202; 372 203 204; 373 205 206; 374 207 208;375 209 210; 376 198 199; 377 200 201; 378 202 203; 379 204 205; 380 206 207;381 208 209; 382 210 211; 383 212 301; 384 213 140; 385 214 23; 386 215 142;387 216 35; 388 217 144; 389 218 47; 390 219 146; 391 220 59; 392 221 148;393 222 71; 394 223 150; 395 224 83; 396 225 152; 397 226 309; 398 212 213;399 214 215; 400 216 217; 401 218 219; 402 220 221; 403 222 223; 404 224 225;405 213 214; 406 215 216; 407 217 218; 408 219 220; 409 221 222; 410 223 224;411 225 226; 412 227 303; 413 228 154; 414 229 24; 415 230 156; 416 231 36;417 232 158; 418 233 48; 419 234 160; 420 235 60; 421 236 162; 422 237 72;423 238 164; 424 239 84; 425 240 166; 426 241 311; 427 227 228; 428 229 230;429 231 232; 430 233 234; 431 235 236; 432 237 238; 433 239 240; 434 228 229;435 230 231; 436 232 233; 437 234 235; 438 236 237; 439 238 239; 440 240 241;441 2 168; 442 168 20; 443 14 168; 444 168 8; 449 74 180; 450 180 92;451 86 180; 452 180 80; 453 3 183; 454 183 21; 455 15 183; 456 183 9;461 75 195; 462 195 93; 463 87 195; 464 195 81; 465 4 198; 466 198 22;467 16 198; 468 198 10; 473 76 210; 474 210 94; 475 88 210; 476 210 82;477 5 213; 478 213 23; 479 17 213; 480 213 11; 485 77 225; 486 225 95;487 89 225; 488 225 83; 489 6 228; 490 228 24; 491 18 228; 492 228 12;497 78 240; 498 240 96; 499 90 240; 500 240 84; 501 1 97; 502 97 13;505 73 109; 506 109 85; 507 7 98; 508 98 19; 511 79 110; 512 110 91; 513 2 111;514 111 14; 517 74 123; 518 123 86; 519 8 112; 520 112 20; 523 80 124;524 124 92; 525 3 125; 526 125 15; 529 75 137; 530 137 87; 531 9 126;532 126 21; 535 81 138; 536 138 93; 537 4 139; 538 139 16; 541 76 151;542 151 88; 543 10 140; 544 140 22; 547 82 152; 548 152 94; 549 5 153;550 153 17; 553 77 165; 554 165 89; 555 11 154; 556 154 23; 559 83 166;
Attachment E - Page 3 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
560 166 95; 561 242 312; 563 245 313; 565 243 8; 567 242 2; 568 92 246;570 86 245; 611 272 2; 612 273 86; 613 272 242; 614 273 245; 615 274 3;616 275 87; 617 274 248; 618 275 251; 619 276 4; 620 277 88; 621 276 254;622 277 257; 623 278 5; 624 279 89; 625 278 260; 626 279 263; 627 280 6;628 281 90; 629 280 266; 630 281 269; 631 282 8; 632 283 92; 633 284 9;634 285 93; 635 286 10; 636 287 94; 637 288 11; 638 289 95; 639 290 12;640 291 96; 641 282 243; 642 283 246; 643 284 249; 644 285 252; 645 286 255;646 287 258; 647 288 261; 648 289 264; 649 290 267; 650 291 270; 651 292 167;652 293 8; 653 242 292; 654 293 243; 655 294 181; 656 295 92; 657 245 294;658 295 246; 659 296 182; 660 297 9; 661 248 296; 662 297 249; 663 298 197;664 299 10; 665 254 298; 666 299 255; 667 300 212; 668 301 11; 669 260 300;670 301 261; 671 302 227; 672 303 12; 673 266 302; 674 303 267; 675 304 196;676 305 93; 677 251 304; 678 305 252; 679 306 211; 680 307 94; 681 257 306;682 307 258; 683 308 226; 684 309 95; 685 263 308; 686 309 264; 687 310 241;688 311 96; 689 269 310; 690 311 270; 691 26 172; 692 172 44; 693 38 172;694 172 32; 695 25 101; 696 101 37; 697 31 102; 698 102 43; 699 50 176;700 176 68; 701 62 176; 702 176 56; 703 49 105; 704 105 61; 705 55 106;706 106 67; 707 27 187; 708 187 45; 709 39 187; 710 187 33; 711 26 115;712 115 38; 713 32 116; 714 116 44; 715 51 191; 716 191 69; 717 63 191;718 191 57; 719 50 119; 720 119 62; 721 56 120; 722 120 68; 723 28 202;724 202 46; 725 40 202; 726 202 34; 727 27 129; 728 129 39; 729 33 130;730 130 45; 731 52 206; 732 206 70; 733 64 206; 734 206 58; 735 51 133;736 133 63; 737 57 134; 738 134 69; 739 29 217; 740 217 47; 741 41 217;742 217 35; 743 28 143; 744 143 40; 745 34 144; 746 144 46; 747 53 221;748 221 71; 749 65 221; 750 221 59; 751 52 147; 752 147 64; 753 58 148;754 148 70; 755 30 232; 756 232 48; 757 42 232; 758 232 36; 759 29 157;760 157 41; 761 35 158; 762 158 47; 763 54 236; 764 236 72; 765 66 236;766 236 60; 767 53 161; 768 161 65; 769 59 162; 770 162 71; 803 42 234;804 234 60; 805 54 234; 806 234 48; 807 18 230; 808 230 36; 809 30 230;810 230 24; 811 66 238; 812 238 84; 813 78 238; 814 238 72; 815 38 174;816 174 56; 817 50 174; 818 174 44; 819 14 170; 820 170 32; 821 26 170;822 170 20; 823 62 178; 824 178 80; 825 74 178; 826 178 68; 827 312 243;828 312 167; 829 313 246; 830 181 313; 831 248 314; 832 251 315; 833 249 9;834 248 3; 835 93 252; 836 87 251; 837 314 249; 838 314 182; 839 315 252;840 196 315; 841 254 316; 842 257 317; 843 255 10; 844 254 4; 845 94 258;846 88 257; 847 316 255; 848 316 197; 849 317 258; 850 211 317; 851 260 318;852 263 319; 853 261 11; 854 260 5; 855 95 264; 856 89 263; 857 318 261;858 318 212; 859 319 264; 860 226 319; 861 266 320; 862 269 321; 863 267 12;864 266 6; 865 96 270; 866 90 269; 867 320 267; 868 320 227; 869 321 270;870 241 321;START GROUP DEFINITIONMEMBER_C-EL.5 1 6 26 31 51 56 76 81 101 106 126 131 151 156 176 181 611 612 631 632_MB-EL.5 11 36 61 86 111 136 161 186 296 299 302 305 308 311 314 317 651 652 -655 656_SB-EL.5 193 196 199 202 205 208 211 297 300 303 306 309 312 315_LB-EL.5 16 21 41 46 66 71 91 96 116 121 141 146 166 171 191 192 194 195 197 -198 200 201 203 204 206 207 209 210_SLB-EL.5 298 301 304 307 310 313 316 318 TO 324_HB-EL.5 441 TO 444 449 TO 452 691 TO 694 699 TO 702_VB-EL.5 501 502 505 TO 508 511 512 695 TO 698 703 TO 706
Attachment E - Page 4 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
_C-EL.7 27 32 52 57 77 82 102 107 127 132 152 157 615 616 633 634_MB-EL.7 12 37 62 87 112 137 162 187 325 327 329 331 333 335 337 339 659 660 -675 676_SB-EL.7 226 TO 232 326 328 330 332 334 336 338_LB-EL.7 17 22 42 47 67 72 92 97 117 122 142 147 167 172 212 TO 225_SLB=EL.7 340 TO 353_HB-EL.7 453 TO 456 461 TO 464 707 TO 710 715 TO 718_VB-EL.7 513 514 517 TO 520 523 524 711 TO 714 719 TO 722_C-EL.10 3 8 28 33 53 58 78 83 103 108 128 133 153 158 178 183 619 620 635 636_MB-EL.10 13 38 63 88 113 138 163 188 354 356 358 360 362 364 366 368 663 -664 679 680_SB-EL.10 247 TO 253 355 357 359 361 363 365 367_LB-EL.10 18 23 43 48 68 73 93 98 118 123 143 148 168 173 233 TO 246_SLB-EL.10 369 TO 382_HB-EL.10 465 TO 468 473 TO 476 723 TO 726 731 TO 734_VB-EL.10 525 526 529 TO 532 535 536 727 TO 730 735 TO 738_C-EL.13 4 9 29 34 54 59 79 84 104 109 129 134 154 159 179 184 623 624 637 638_MB-EL.13 14 39 64 89 114 139 164 189 383 385 387 389 391 393 395 397 667 -668 683 684_SB=EL.13 268 TO 274 384 386 388 390 392 394 396_LB-EL.13 19 24 44 49 69 74 94 99 119 124 144 149 169 174 254 TO 267_SLB-EL.13 398 TO 411_HB-EL.13 477 TO 480 485 TO 488 739 TO 742 747 TO 750_VB-EL.13 537 538 541 TO 544 547 548 743 TO 746 751 TO 754_C-EL.16 5 10 30 35 55 60 80 85 105 110 130 135 155 160 180 185 627 628 639 640_MB-EL.16 15 40 65 90 115 140 165 190 412 414 416 418 420 422 424 426 671 -672 687 688_SB=EL.16 289 TO 295 413 415 417 419 421 423 425_LB-EL.16 20 25 45 50 70 75 95 100 120 125 145 150 170 175 275 TO 288_SLB-EL.16 427 TO 440_HB-EL.16 489 TO 492 497 TO 500 755 TO 758 763 TO 766 803 TO 826_VB-EL.16 549 550 553 TO 556 559 560 759 TO 762 767 TO 770END GROUP DEFINITIONDEFINE MATERIAL STARTISOTROPIC STEELE 2.05e+008POISSON 0.3DENSITY 76.8195ALPHA 1.2e-005DAMP 0.03END DEFINE MATERIALMEMBER PROPERTY JAPANESE1 TO 10 26 TO 35 51 TO 60 76 TO 85 101 TO 110 126 TO 135 151 TO 160 -176 TO 185 611 612 615 616 619 620 623 624 627 628 631 TO 639 -640 TABLE ST H588X300X1211 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 161 TO 165 -186 TO 190 296 299 302 305 308 311 314 317 325 327 329 331 333 335 337 339 -354 356 358 360 362 364 366 368 383 385 387 389 391 393 395 397 412 414 416 -418 420 422 424 426 651 652 655 656 659 660 663 664 667 668 671 672 675 676 -679 680 683 684 687 688 TABLE ST H588X300X1216 TO 19 21 TO 24 41 TO 44 46 TO 49 66 TO 69 71 TO 74 91 TO 94 96 TO 99 116 -
Attachment E - Page 5 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
117 TO 119 121 TO 124 141 TO 144 146 TO 149 166 TO 169 171 TO 174 191 TO 274 -297 300 303 306 309 312 315 326 328 330 332 334 336 338 355 357 359 361 363 -365 367 384 386 388 390 392 394 396 561 563 565 567 568 570 827 829 -831 TO 837 839 841 TO 847 849 851 TO 857 859 861 TO 867 -869 TABLE ST H300X150X6.5613 614 617 618 621 622 625 626 629 630 641 TO 650 653 654 657 658 661 662 -665 666 669 670 673 674 677 678 681 682 685 686 689 -690 TABLE ST H200X100X5.5441 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 497 TO 500 691 TO 694 -699 TO 702 707 TO 710 715 TO 718 723 TO 726 731 TO 734 739 TO 742 -747 TO 750 755 TO 758 763 TO 766 803 TO 826 TABLE ST T150X150501 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 535 TO 538 -541 TO 544 547 TO 550 553 TO 556 559 560 695 TO 698 703 TO 706 711 TO 714 -719 TO 722 727 TO 730 735 TO 738 743 TO 746 751 TO 754 759 TO 762 -767 TO 770 TABLE ST T200X200298 301 304 307 310 313 316 318 TO 324 340 TO 353 369 TO 382 398 TO 411 427 -428 TO 440 828 830 838 840 848 850 858 860 868 870 TABLE ST H200X100X5.520 25 45 50 70 75 95 100 120 125 145 150 170 175 275 TO 295 413 415 417 419 -421 423 425 TABLE ST H400X200X8CONSTANTSBETA 90 MEMB 501 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 -535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 560 695 TO 698 703 TO 706 -711 TO 714 719 TO 722 727 TO 730 735 TO 738 743 TO 746 751 TO 754 -759 TO 762 767 TO 770MATERIAL STEEL ALLSUPPORTS1 7 13 19 25 31 37 43 49 55 61 67 73 79 85 91 PINNEDMEMBER RELEASE16 TO 25 41 TO 50 66 TO 75 91 TO 100 116 TO 125 141 TO 150 166 TO 175 193 -196 199 202 205 208 211 226 TO 232 247 TO 253 268 TO 274 289 TO 295 298 301 -304 307 310 313 316 318 TO 324 340 TO 353 369 TO 382 398 TO 411 427 TO 440 -568 570 830 835 836 840 845 846 850 855 856 860 865 866 870 START MY MZ191 192 194 195 197 198 200 201 203 204 206 207 209 210 212 TO 225 -233 TO 246 254 TO 267 275 TO 288 297 298 300 301 303 304 306 307 309 310 -312 313 315 316 318 TO 324 326 328 330 332 334 336 338 340 TO 353 355 357 -359 361 363 365 367 369 TO 382 384 386 388 390 392 394 396 398 TO 411 413 -415 417 419 421 423 425 427 TO 440 565 567 828 833 834 838 843 844 848 853 -854 858 863 864 868 END MY MZMEMBER TRUSS 441 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 497 TO 502 505 TO 508 -511 TO 514 517 TO 520 523 TO 526 529 TO 532 535 TO 538 541 TO 544 -547 TO 550 553 TO 556 559 560 613 614 617 618 621 622 625 626 629 630 641 -642 TO 650 653 654 657 658 661 662 665 666 669 670 673 674 677 678 681 682 -685 686 689 TO 770 803 TO 826DEFINE WIND LOADTYPE 1INT 0.54 0.57 0.59 0.62 0.66 0.69 0.71 HEIG 4.6 6.1 7.6 9.1 12.2 15.2 18EXP 1 JOINT 1 TO 243 245 246 248 249 251 252 254 255 257 258 260 261 263 264 -266 267 269 270 272 TO 321DEFINE UBC LOADZONE 0.4 I 1.25 RWX 4.5 RWZ 5.6 STYP 5 NA 1.04 NV 0.99
Attachment E - Page 6 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SELFWEIGHT 1 MEMBER WEIGHT************************************************************************************ WEIGHT OF OPERATING PIPE***********************************************************************************296 299 302 305 308 311 314 317 CON 23 2.2299 302 305 308 CON 7 2.8652 CON 7 0.3299 302 305 308 311 314 CON 18 3.325652 656 CON 18 0.825141 146 CON 8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI 5.1 0.55 1.5333 335 337 339 CON 17 1.6331 333 CON 15 2.5339 CON 13 1.1327 329 331 CON 11 3.4660 CON 11 0.9339 CON 12 2.42537 62 87 112 137 162 226 TO 232 UNI 5.1 1.8 3.3659 675 UNI 5.1 0.3 1.813 38 63 88 113 138 163 188 CON 8 0.85366 368 CON 6 2.45356 358 360 362 364 CON 13 0.838 63 88 113 138 163 UNI 5.1 1.5 2.25663 679 UNI 5.1 0 0.7514 39 64 89 114 139 164 189 CON 12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI 5.1 1.25 1.5412 414 416 418 420 CON 157 1.6414 416 CON 95 2.840 65 289 TO 291 UNI 5.1 3 3.5424 TO 426 UNI 5.1 1 1.970 CON 0.6 0.370 CON 0.6 0.6570 CON 0.2 1.5279 CON 0.2 1.05279 CON 0.6 1.5595 CON 0.8 0.195 CON 0.8 1.25281 CON 2.5 0.8281 CON 2.5 1.95120 CON 0.2 1.3120 CON 0.2 2.55283 CON 0.2 0.45283 CON 0.1 1.6283 CON 0.1 1.95287 CON 1 0.95************************************************************************************ WEIGHT OF TRAY LOAD***********************************************************************************14 39 64 89 114 139 164 189 268 TO 274 667 683 CON 13.5 1383 TO 397 668 684 CON 6 3.5
Attachment E - Page 7 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
383 TO 397 668 684 CON 3 2.3************************************************************************************WEIGHT OF PLATFORM LOAD***********************************************************************************15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI 1.215************************************************************************************WEIGHT OF LIVE LOAD***********************************************************************************15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI 3.75***********************************************************************************LOAD 1 LOADTYPE Seismic TITLE EQ +X DIRUBC LOAD X 1PERFORM ANALYSISCHANGELOAD 2 LOADTYPE Seismic TITLE EQ +Z DIRUBC LOAD Z 1PERFORM ANALYSISCHANGELOAD 11 LOADTYPE Dead TITLE SELF WEIGHTSELFWEIGHT Y -1 LIST 1 TO 444 449 TO 456 461 TO 468 473 TO 480 485 TO 492 -497 TO 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 529 TO 532 -535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 TO 561 563 565 567 568 570 -611 TO 770 803 TO 870***********************************************************************************LOAD 12 LOADTYPE Dead TITLE EMPTY PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -10 2.2299 302 305 308 CON GY -5 2.8652 CON GY -5 0.3299 302 305 308 311 314 CON GY -10 3.325652 656 CON GY -10 0.825141 146 CON GY -8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -3.6 0.55 1.5333 335 337 339 CON GY -12 1.6331 333 CON GY -13 2.5339 CON GY -12 1.1327 329 331 CON GY -10 3.4660 CON GY -10 0.9339 CON GY -6 2.42537 62 87 112 137 162 226 TO 232 UNI GY -3.6 1.8 3.3659 675 UNI GY -3.6 0.3 1.813 38 63 88 113 138 163 188 CON GY -8 0.85366 368 CON GY -5 2.45356 358 360 362 364 CON GY -12 0.838 63 88 113 138 163 247 TO 253 UNI GY -3.6 1.5 2.25663 679 UNI GY -3.6 0 0.7514 39 64 89 114 139 164 189 CON GY -12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -3.6 1.25 1.5
Attachment E - Page 8 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
412 414 416 418 420 CON GY -150 1.6414 416 CON GY -90 2.840 65 289 TO 291 UNI GY -3.6 3 3.5424 TO 426 UNI GY -3.6 1 1.970 CON GY -1 0.370 CON GY -1 0.6570 CON GY -1 1.5279 CON GY -1 1.05279 CON GY -2 1.5595 CON GY -1.5 0.195 CON GY -1.5 1.25281 CON GY -2 0.8281 CON GY -2 1.95120 CON GY -1 1.3120 CON GY -1 2.55283 CON GY -1 0.45283 CON GY -1 1.6283 CON GY -1 1.95287 CON GY -0.5 0.95***********************************************************************************LOAD 13 LOADTYPE Dead TITLE OPERATING PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -23 2.2299 302 305 308 CON GY -7 2.8652 CON GY -7 0.3299 302 305 308 311 314 CON GY -18 3.325652 656 CON GY -18 0.825141 146 CON GY -8 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -5.1 0.55 1.5333 335 337 339 CON GY -17 1.6331 333 CON GY -15 2.5339 CON GY -13 1.1327 329 331 CON GY -11 3.4660 CON GY -11 0.9339 CON GY -12 2.42537 62 87 112 137 162 226 TO 232 UNI GY -5.1 1.8 3.3659 675 UNI GY -5.1 0.3 1.813 38 63 88 113 138 163 188 CON GY -8 0.85366 368 CON GY -6 2.45356 358 360 362 364 CON GY -13 0.838 63 88 113 138 163 247 TO 253 UNI GY -5.1 1.5 2.25663 679 UNI GY -5.1 0 0.7514 39 64 89 114 139 164 189 CON GY -12 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -5.1 1.25 1.5412 414 416 418 420 CON GY -157 1.6414 416 CON GY -95 2.840 65 289 TO 291 UNI GY -5.1 3 3.5424 TO 426 UNI GY -5.1 1 1.970 CON GY 0.6 0.370 CON GY 0.6 0.65
Attachment E - Page 9 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
70 CON GY 0.2 1.5279 CON GY 0.2 1.05279 CON GY 0.6 1.5595 CON GY 0.8 0.195 CON GY 0.8 1.25281 CON GY 2.5 0.8281 CON GY 2.5 1.95120 CON GY 0.2 1.3120 CON GY 0.2 2.55283 CON GY 0.2 0.45283 CON GY 0.1 1.6283 CON GY 0.1 1.95287 CON GY 1 0.95***********************************************************************************LOAD 14 LOADTYPE Dead TITLE TEST PIPE***********************************************************************************MEMBER LOAD296 299 302 305 308 311 314 317 CON GY -16 2.2299 302 305 308 CON GY -5 2.8652 CON GY -15 0.3299 302 305 308 311 314 CON GY -18 3.325652 656 CON GY -18 0.825141 146 CON GY -19 0.99611 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GY -5.1 0.55 1.5333 335 337 339 CON GY -18 1.6331 333 CON GY -17 2.5339 CON GY -17 1.1327 329 331 CON GY -14 3.4660 CON GY -14 0.9339 CON GY -10 2.42537 62 87 112 137 162 226 TO 232 UNI GY -5.1 1.8 3.3659 675 UNI GY -5.1 0.3 1.813 38 63 88 113 138 163 188 CON GY -29 0.85366 368 CON GY -14 2.45356 358 360 362 364 CON GY -17 0.838 63 88 113 138 163 247 TO 253 UNI GY -5.1 1.5 2.25663 679 UNI GY -5.1 0 0.7514 39 64 89 114 139 164 189 CON GY -33 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GY -5.1 1.25 1.5412 414 416 418 420 CON GY -168 1.6414 416 CON GY -94 2.840 65 289 TO 291 UNI GY -5.1 3 3.5424 TO 426 UNI GY -5.1 1 1.970 CON GY -2.5 0.370 CON GY -2.5 0.6570 CON GY -2.5 1.5279 CON GY -2.5 1.05279 CON GY -3 1.5595 CON GY -2.5 0.195 CON GY -2.5 1.25281 CON GY -3 0.8
Attachment E - Page 10 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
281 CON GY -3 1.95120 CON GY -1.5 1.3120 CON GY -1.5 2.55283 CON GY -1.5 0.45283 CON GY -1.5 1.6283 CON GY -1.5 1.95287 CON GY -1 0.95***********************************************************************************LOAD 15 LOADTYPE None TITLE THERMAL PIPE (FZ)***********************************************************************************MEMBER LOAD296 302 308 314 CON GZ 35 2.2302 308 314 CON GZ 6 3.325652 CON GZ 6 0.82511 36 61 86 111 136 161 186 193 196 199 202 205 208 211 UNI GZ 1.53 0.55 1.5335 339 CON GZ 15 1.6331 CON GZ 5 2.5327 331 CON GZ 8 3.437 62 87 112 137 162 226 TO 232 UNI GZ 1.53 1.8 3.3659 675 UNI GZ 1.53 0.3 1.813 63 113 163 CON GZ 9 0.85368 CON GZ 2.1 2.45358 362 CON GZ 9 0.838 63 88 113 138 163 247 TO 253 UNI GZ 1.53 1.5 2.25663 679 UNI GZ 1.53 0 0.7514 64 114 164 CON GZ 10 0.7514 39 64 89 114 139 164 189 268 TO 274 UNI GZ 1.53 1.25 1.5414 CON GZ 97 2.840 65 289 TO 291 UNI GZ 1.53 3 3.5424 TO 426 UNI GZ 1.53 1 1.970 CON GZ 0.3 0.370 CON GZ 0.3 0.6570 CON GZ 0.1 1.5279 CON GZ 0.1 1.05279 CON GZ 0.3 1.5595 CON GZ 0.5 0.195 CON GZ 0.5 1.25281 CON GZ 1 0.8281 CON GZ 1 1.95120 CON GZ 0.2 1.3120 CON GZ 0.2 2.55283 CON GZ 0.2 0.45283 CON GZ 0.1 1.6283 CON GZ 0.1 1.95287 CON GZ 0.2 0.95***********************************************************************************LOAD 16 LOADTYPE None TITLE THERMAL PIPE (FX)***********************************************************************************MEMBER LOAD296 302 308 314 CON GX 11 2.2302 308 CON GX 1 2.8
Attachment E - Page 11 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
302 308 314 CON GX 3 3.325652 656 CON GX 30 0.825146 CON GX 2 0.996335 339 CON GX 2 1.6331 CON GX 1 2.5339 CON GX 5 1.1327 331 CON GX 4.5 3.4339 CON GX 2 2.42538 88 138 188 CON GX 1.5 0.85368 CON GX 3 2.45358 362 CON GX 4 0.814 64 114 164 CON GX 4 0.75412 416 420 CON GX 3 1.6414 CON GX 1.5 2.870 CON GX 1.4 0.370 CON GX 1.4 0.6570 CON GX 0.4 1.5279 CON GX 0.4 1.05279 CON GY 0.3 1.5595 CON GX 2.2 0.195 CON GX 2.2 1.25281 CON GX 6.8 0.8281 CON GX 6.8 1.95120 CON GX 0.4 1.3120 CON GX 0.2 2.55283 CON GX 0.2 0.45283 CON GX 0.1 1.6283 CON GX 0.1 1.95287 CON GX 0.2 0.95***********************************************************************************LOAD 17 LOADTYPE None TITLE TRAY LOADMEMBER LOAD14 39 64 89 114 139 164 189 268 TO 274 CON GY -13.5 1668 684 CON GY -6 1384 TO 396 CON GY -6 3.5383 TO 397 CON GY -3 2.3LOAD 18 LOADTYPE Dead TITLE PLATFORM LOADMEMBER LOAD15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 861 862 -867 869 UNI GY -1.215LOAD 19 LOADTYPE Live REDUCIBLE TITLE LIVE LOADMEMBER LOAD15 40 65 90 115 140 165 190 289 TO 295 412 TO 426 671 672 687 688 UNI GY -7.5LOAD 21 LOADTYPE Wind TITLE WIND +X DIRWIND LOAD X 1 TYPE 1 XR 0 1 YR 0 17 ZR -2 44 OPENWIND LOAD X 1 TYPE 1 XR 7 9 YR 0 17 ZR -2 44 OPENLOAD 22 LOADTYPE None TITLE WIND ON PIPES +X DIRJOINT LOAD2 TO 6 8 14 TO 18 26 TO 30 38 TO 42 50 TO 54 62 TO 66 74 TO 78 86 TO 90 FX 1.343 15 27 39 51 63 75 87 FX 1.414 16 28 40 52 64 76 88 FX 2.34
Attachment E - Page 12 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
6 14 TO 18 26 TO 30 38 TO 42 50 TO 54 62 TO 66 74 TO 78 90 FX 2.13LOAD 31 LOADTYPE Wind TITLE WIND +Z DIRWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 0 1 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 5 7 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 11 13 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 17 19 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 23 25 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 29 31 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 35 37 OPENWIND LOAD Z 1 TYPE 1 XR 0 9 YR 0 17 ZR 41 43 OPEN*******************************************************************************PERMANENT LOAD******************************************************************************LOAD COMB 101 LC : EMPTY11 1.0 12 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 102 LC : OPERATING + THERMAL11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 103 LC : OPERATING - THERMAL11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 104 LC : TEST11 1.0 14 1.0 17 1.0 18 1.0 19 1.0 *******************************************************************************TEMPORARY LOAD******************************************************************************LOAD COMB 105 LC : OPERATING + THERMAL + WIND X11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 106 LC : OPERATING + THERMAL - WIND X11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 107 LC : OPERATING - THERMAL - WIND X11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 108 LC : OPERATING - THERMAL + WIND X11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 109 LC : OPERATING + THERMAL + WIND Z11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 110 LC : OPERATING + THERMAL - WIND Z11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 111 LC : OPERATING - THERMAL - WIND Z11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 112 LC : OPERATING - THERMAL + WIND Z11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 113 LC : OPERATING + THERMAL + (EQ-X / 1.4)1 0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 114 LC : OPERATING + THERMAL - (EQ-X / 1.4)1 -0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 115 LC : OPERATING - THERMAL - (EQ-X / 1.4)1 -0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 116 LC : OPERATING - THERMAL + (EQ-X / 1.4)1 0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 117 LC : OPERATING + THERMAL + (EQ-Z / 1.4)2 0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 118 LC : OPERATING + THERMAL - (EQ-Z / 1.4)
Attachment E - Page 13 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
2 -0.525 11 1.0 13 1.0 15 1.0 16 1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 119 LC : OPERATING - THERMAL - (EQ-Z / 1.4)2 -0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 120 LC : OPERATING - THERMAL + (EQ-Z / 1.4)2 0.525 11 1.0 13 1.0 15 -1.0 16 -1.0 17 1.0 18 1.0 19 1.0 LOAD COMB 121 LC : (0.9*OPERATING) + THERMAL + (EQ-X / 1.4)1 0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 122 LC : (0.9*OPERATING) + THERMAL - (EQ-X / 1.4)1 -0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 123 LC : (0.9*OPERATING) - THERMAL - (EQ-X / 1.4)1 -0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 124 LC : (0.9*OPERATING) - THERMAL + (EQ-X / 1.4)1 0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 125 LC : (0.9*OPERATING) + THE1RMAL + (EQ-Z / 1.4)2 0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 126 LC : (0.9*OPERATING) + THERMAL - (EQ-Z / 1.4)2 -0.7 11 0.9 13 0.9 15 0.9 16 0.9 17 0.9 18 0.9 LOAD COMB 127 LC : (0.9*OPERATING) - THERMAL - (EQ-Z / 1.4)2 -0.7 11 1.0 13 1.0 15 -0.9 16 -0.9 17 0.9 18 0.9 LOAD COMB 128 LC : (0.9*OPERATING) - THERMAL + (EQ-Z / 1.4)2 0.7 11 0.9 13 0.9 15 -0.9 16 -0.9 17 0.9 18 0.9 ******************************************************************************LOAD COMB 129 EMPTY + WIND X11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 130 EMPTY - WIND X11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75 LOAD COMB 131 EMPTY + WIND Z11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 132 EMPTY - WIND Z11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 133 EMPTY + (EQ-X / 1.4)1 0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 134 EMPTY - (EQ-X / 1.4)1 -0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 135 EMPTY + (EQ-Z / 1.4)2 0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 136 EMPTY - (EQ-Z / 1.4)2 -0.525 11 1.0 12 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 137 (0.9*EMPTY) + (EQ-X / 1.4)1 0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 138 (0.9*EMPTY) - (EQ-X / 1.4)1 -0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 139 (0.9*EMPTY) + (EQ-Z / 1.4)2 0.7 11 0.9 12 0.9 17 0.9 18 0.9 LOAD COMB 140 (0.9*EMPTY) - (EQ-Z / 1.4)2 -0.7 11 0.9 12 0.9 17 0.9 18 0.9 ******************************************************************************LOAD COMB 141 TEST + WIND X11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 21 0.75 22 0.75 LOAD COMB 142 TEST - WIND X11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 21 -0.75 22 -0.75
Attachment E - Page 14 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
LOAD COMB 143 TEST + WIND Z11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 31 0.75 LOAD COMB 144 TEST - WIND Z11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 31 -0.75 LOAD COMB 145 TEST + (EQ-X / 1.4)1 0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 146 TEST - (EQ-X / 1.4)1 -0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 147 TEST + (EQ-Z / 1.4)2 0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 148 TEST - (EQ-Z / 1.4)2 -0.525 11 1.0 14 1.0 17 1.0 18 1.0 19 0.75 LOAD COMB 149 (0.9*TEST) + (EQ-X / 1.4)1 0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 150 (0.9*TEST) - (EQ-X / 1.4)1 -0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 151 (0.9*TEST) + (EQ-Z / 1.4)2 0.7 11 0.9 14 0.9 17 0.9 18 0.9 LOAD COMB 152 (0.9*TEST) - (EQ-Z / 1.4)2 -0.7 11 0.9 14 0.9 17 0.9 18 0.9 PERFORM ANALYSIS PRINT ALL******************************************************************************LOAD LIST 101 TO 104******************************************************************************PARAMETER 1CODE AISCFU 400000 ALLFYLD 235000 ALLLZ 6 MEMB 41 TO 50 66 TO 75 116 TO 125 141 TO 150 194 195 197 198 203 204 -206 207 214 TO 217 220 TO 223 235 TO 238 241 TO 244 256 TO 259 262 TO 265 -277 TO 280 283 TO 286LZ 8 MEMB 11 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 -161 TO 165 186 TO 190 193 196 199 202 205 208 211 226 TO 232 247 TO 253 268 -269 TO 274 289 TO 297 299 300 302 303 305 306 308 309 311 312 314 315 317 -325 TO 339 354 TO 368 383 TO 397 412 TO 426 561 563 651 652 655 656 659 660 -663 664 667 668 671 672 675 676 679 680 683 684 687 688 827 829 831 832 837 -839 841 842 847 849 851 852 857 859 861 862 867 869RATIO 1 ALLCHECK CODE ALL******************************************************************************LOAD LIST 105 TO 152******************************************************************************PARAMETER 2CODE AISCFU 400000 ALLFYLD 235000 ALLLZ 6 MEMB 41 TO 50 66 TO 75 116 TO 125 141 TO 150 194 195 197 198 203 204 -206 207 214 TO 217 220 TO 223 235 TO 238 241 TO 244 256 TO 259 262 TO 265 -277 TO 280 283 TO 286LZ 8 MEMB 11 TO 15 36 TO 40 61 TO 65 86 TO 90 111 TO 115 136 TO 140 -161 TO 165 186 TO 190 193 196 199 202 205 208 211 226 TO 232 247 TO 253 268 -
Attachment E - Page 15 of 16
Doc. No. SNO-S-CC-05-010
B
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
269 TO 274 289 TO 297 299 300 302 303 305 306 308 309 311 312 314 315 317 -325 TO 339 354 TO 368 383 TO 397 412 TO 426 561 563 651 652 655 656 659 660 -663 664 667 668 671 672 675 676 679 680 683 684 687 688 827 829 831 832 837 -839 841 842 847 849 851 852 857 859 861 862 867 869RATIO 1.33 ALLCHECK CODE ALLSTEEL MEMBER TAKE OFF LIST 1 TO 444 449 TO 456 461 TO 468 473 TO 480 -485 TO 492 497 TO 502 505 TO 508 511 TO 514 517 TO 520 523 TO 526 -529 TO 532 535 TO 538 541 TO 544 547 TO 550 553 TO 556 559 TO 561 563 565 -567 568 570 611 TO 770 803 TO 870FINISH
Attachment E - Page 16 of 16
SNO-S-CC-05-010
REV. B
STRESS RATIO
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
ATTACHMENT F
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
F. Stress Ratio
Ratio of structure Pipe Rack PR-10 can be seen in the following table.
F.1. Stress Ratio Permanent Condition
103104103104104102104104104102103103103103104103104
1111111111
0.2550.1460.1150.1050.1540.2590.2250.130.1070.2340.1980.0760.0710.1030.2550.0760 049
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6 5
1314151617
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
45678910
Beam No. Design Property Actual Ratio Allow. Ratio L/C
123
1111111
1112
103
103104103103102104104102104
104104103102102104104102103
103103103104103103102103104
104103
111111111
11
111111111
1
1111111
11
0.109
0.0930.0820.120.5420.2080.2070.1540.4370.388
0.150.1280.3320.3570.2110.1890.1610.4770.152
0.0520.0260.1450.050.0640.070.0170.2670.164
0.0490.062
H400X200X8H300X150X6.5
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12
H300X150X6.5H300X150X6.5H400X200X8
H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12
H300X150X6.5
4243444546
313233343536373839
252627282930
1718192021
4041
222324
Attachment F - Page 1 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103102103103103103102
104102102104104104103103104
103104103102103103104104
111111111
111
111
111111
0.0510.0440.047
0.1630.4780.1590.0870.0940.1270.340.070.044
0.1380.0970.3480.4290.290.1840.1570.133
H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12
H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12
67686970
495051525354555657
59606162636465
58
4748
66
0.3330.3130.2140.177
111
102102103103104103103
104103103104103104102102104
103104104104104102102104104
103103
111111
11111
111111111
1111
1111
11
0.4710.1090.1460.1080.3530.39
0.1410.0990.0850.1090.2830.2110.210.1540.435
0.1580.1520.1270.2830.3230.2050.1670.130.358
0.1390.060.0550.0530.0580.25
H300X150X6.5H400X200X8
H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8
H300X150X6.5H300X150X6.5H300X150X6.5
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12
H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12
H300X150X6.5
93949596979899
100
848586878889909192
757677787980818283
71727374
103104102
Attachment F - Page 2 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
102103103103
103104103104102102102102102
104
104104102102104104104103
103103
111111111
1
111111
111
11
111
0.0740.060 039
0.0930.110.2750.070.0390.0450.0380.030.134
0.1180.2740.2690.1850.1530.130.3660.1610.109
0.2680.1840.151
H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8
H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6 5
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H300X150X6.5
H588X300X12H588X300X12H588X300X12
H588X300X12H588X300X12H588X300X12H588X300X12
120121122123124
111112113114115116117118119
102103
104105106107108109110
101
103104103103103103
103103103103102102104104103
103102
102102104102103103103
103102103103103104
11111111
11
11111
1
1
11111111
11111
0.3490.3850.2660.1630.121
0.0990.3610.2080.1540.4360.3730.3130.1490.111
0.26
0.150.1150.0830.1050.1310.0980.0770.086
0.0390.0330.2340.140.130.1
0.111
H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8H588X300X12H588X300X12H588X300X12
H588X300X12H588X300X12H588X300X12H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H400X200X8
H300X150X6.5
H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12H588X300X12
H588X300X12H588X300X12H588X300X12
H300X150X6.5H400X200X8
153
144145146147148149150151152
135136137138139140141142143
124125126
128129130131
132133134
H588X300X12H588X300X12H588X300X12
127
Attachment F - Page 3 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103103102
103103103
103103102103103103
102102104102103103103
103102
104103102
11
111
111111
111
111
11
1111
1
0.180 15
0.040.044
0.0380.0250.1190.0570.0420.0450.034
0.0990.0820.1110.1580.0940.074
0.0860.0950.083
0.090.1070.2320.143
H300X150X6.5H400X200X8H588X300X12H588X300X12
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Attachment F - Page 4 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
102103
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104102102102
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Attachment F - Page 5 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103102
103103103104102102103102103
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103104102102
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Attachment F - Page 6 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
102103
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102102102102
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Attachment F - Page 7 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
102103
101102102102104102102102102
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101102102103
1
111111111
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Attachment F - Page 8 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
102103
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102102103102
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Attachment F - Page 9 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103102
102103102103102103102103102
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103102102103
1
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Attachment F - Page 10 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103102
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103103101101
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Attachment F - Page 11 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103103
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102102104102
1
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Attachment F - Page 12 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
103102
102103102103103102102103102
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103102102103
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Attachment F - Page 13 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
10210310.096
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854 H300X150X6.5 0.015 1 104855 H300X150X6.5 0.005 1 102
852 H300X150X6.5 0.071 1 101853 H300X150X6.5 0.015 1 104
850 H200X100X5.5 0.004 1 103851 H300X150X6.5 0.077 1 102
848 H200X100X5.5 0.019 1 102849 H300X150X6.5 0.075 1 103
846 H300X150X6.5 0.007 1 102847 H300X150X6.5 0.083 1 102
844 H300X150X6.5 0.017 1 103845 H300X150X6.5 0.007 1 102
842 H300X150X6.5 0.076 1 103843 H300X150X6.5 0.015 1 103
840 H200X100X5.5 0.032 1 103841 H300X150X6.5 0.08 1 102
103103102102102102103
1111111
0.0070.0070.0250.0280.0750.0050.089H300X150X6.5
H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H300X150X6.5H200X100X5.5
836837838839
833834835
Attachment F - Page 14 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
F.2. Stress Ratio Temporary Condition
9 H588X300X12 0.212 1.33 14910 H588X300X12 0.261 1.33 113
7 H588X300X12 0.253 1.33 1218 H588X300X12 0.253 1.33 149
5 H588X300X12 0.202 1.33 1156 H588X300X12 0.59 1.33 121
3 H588X300X12 0.24 1.33 1234 H588X300X12 0.21 1.33 150
1 H588X300X12 0.585 1.33 1232 H588X300X12 0.21 1.33 148
Beam No. Design Property Actual Ratio Allow. Ratio L/C
870 H200X100X5.5 0.004 1 103
868 H200X100X5.5 0.003 1 102869 H300X150X6.5 0.274 1 103
866 H300X150X6.5 0.012 1 102867 H300X150X6.5 0.28 1 102
864 H300X150X6.5 0.013 1 103865 H300X150X6.5 0.013 1 102
863 H300X150X6.5 0.013 1 103
39 H588X300X12 0.333 1.33 12340 H588X300X12 0.554 1.33 115
37 H588X300X12 0.417 1.33 12338 H588X300X12 0.354 1.33 150
35 H588X300X12 0.569 1.33 11336 H588X300X12 0.626 1.33 123
33 H588X300X12 0.329 1.33 14934 H588X300X12 0.277 1.33 145
31 H588X300X12 0.857 1.33 12132 H588X300X12 0.417 1.33 121
29 H588X300X12 0.221 1.33 15030 H588X300X12 0.44 1.33 115
27 H588X300X12 0.382 1.33 12328 H588X300X12 0.309 1.33 150
25 H400X200X8 0.044 1.33 11826 H588X300X12 0.777 1.33 123
23 H300X150X6.5 0.114 1.33 12524 H300X150X6.5 0.117 1.33 125
21 H300X150X6.5 0.224 1.33 12722 H300X150X6.5 0.127 1.33 125
19 H300X150X6.5 0.099 1.33 11920 H400X200X8 0.04 1.33 127
17 H300X150X6.5 0.115 1.33 12518 H300X150X6.5 0.112 1.33 127
15 H588X300X12 0.37 1.33 11516 H300X150X6.5 0.144 1.33 127
13 H588X300X12 0.321 1.33 12314 H588X300X12 0.305 1.33 123
11 H588X300X12 0.59 1.33 12312 H588X300X12 0.389 1.33 123
Attachment F - Page 15 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
63 H588X300X12 0.348 1.33 15064 H588X300X12 0.332 1.33 123
61 H588X300X12 0.595 1.33 12362 H588X300X12 0.398 1.33 123
59 H588X300X12 0.261 1.33 14560 H588X300X12 0.57 1.33 145
57 H588X300X12 0.365 1.33 12158 H588X300X12 0.312 1.33 149
55 H588X300X12 0.441 1.33 11556 H588X300X12 0.782 1.33 121
53 H588X300X12 0.295 1.33 15054 H588X300X12 0.216 1.33 150
51 H588X300X12 0.761 1.33 12352 H588X300X12 0.368 1.33 123
49 H300X150X6.5 0.668 1.33 12350 H400X200X8 0.442 1.33 115
47 H300X150X6.5 0.216 1.33 12348 H300X150X6.5 0.155 1.33 150
45 H400X200X8 0.401 1.33 11646 H300X150X6.5 0.121 1.33 107
43 H300X150X6.5 0.211 1.33 14944 H300X150X6.5 0.749 1.33 121
41 H300X150X6.5 0.22 1.33 10542 H300X150X6.5 0.278 1.33 121
93 H300X150X6.5 0.212 1.33 14994 H300X150X6.5 0.74 1.33 121
91 H300X150X6.5 0.224 1.33 10592 H300X150X6.5 0.277 1.33 121
89 H588X300X12 0.284 1.33 12390 H588X300X12 0.38 1.33 146
87 H588X300X12 0.393 1.33 12388 H588X300X12 0.324 1.33 150
85 H588X300X12 0.427 1.33 14586 H588X300X12 0.573 1.33 123
83 H588X300X12 0.307 1.33 12184 H588X300X12 0.239 1.33 145
81 H588X300X12 0.777 1.33 12182 H588X300X12 0.386 1.33 121
79 H588X300X12 0.212 1.33 15080 H588X300X12 0.368 1.33 146
77 H588X300X12 0.359 1.33 12378 H588X300X12 0.294 1.33 150
75 H400X200X8 0.12 1.33 11876 H588X300X12 0.708 1.33 123
73 H300X150X6.5 0.138 1.33 12574 H300X150X6.5 0.141 1.33 125
71 H300X150X6.5 0.22 1.33 12572 H300X150X6.5 0.148 1.33 125
69 H300X150X6.5 0.096 1.33 12570 H400X200X8 0.067 1.33 125
67 H300X150X6.5 0.114 1.33 12568 H300X150X6.5 0.11 1.33 125
65 H588X300X12 0.464 1.33 11366 H300X150X6.5 0.138 1.33 125
Attachment F - Page 16 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
117 H300X150X6.5 0.116 1.33 125118 H300X150X6 5 0 108 1 33 125
115 H588X300X12 0.377 1.33 146116 H300X150X6.5 0.144 1.33 125
113 H588X300X12 0.303 1.33 150114 H588X300X12 0.277 1.33 123
111 H588X300X12 0.539 1.33 123112 H588X300X12 0.374 1.33 123
109 H588X300X12 0.207 1.33 145110 H588X300X12 0.44 1.33 145
107 H588X300X12 0.327 1.33 121108 H588X300X12 0.252 1.33 149
105 H588X300X12 0.364 1.33 146106 H588X300X12 0.695 1.33 121
103 H588X300X12 0.262 1.33 150
104 H588X300X12 0.188 1.33 146
101 H588X300X12 0.686 1.33 123102 H588X300X12 0.341 1.33 123
99 H300X150X6.5 0.665 1.33 123100 H400X200X8 0.409 1.33 115
97 H300X150X6.5 0.22 1.33 12398 H300X150X6.5 0.166 1.33 150
95 H400X200X8 0.477 1.33 11796 H300X150X6.5 0.122 1.33 107
147 H300X150X6.5 0.223 1.33 115
145 H400X200X8 0.379 1.33 118146 H300X150X6.5 0.321 1.33 142
143 H300X150X6.5 0.212 1.33 121144 H300X150X6.5 0.743 1.33 122
141 H300X150X6.5 0.374 1.33 105142 H300X150X6.5 0.277 1.33 115
139 H588X300X12 0.205 1.33 123140 H588X300X12 0.165 1.33 115
137 H588X300X12 0.348 1.33 123138 H588X300X12 0.271 1.33 123
135 H588X300X12 0.151 1.33 113136 H588X300X12 0.511 1.33 123
133 H588X300X12 0.235 1.33 121134 H588X300X12 0.181 1.33 121
131 H588X300X12 0.675 1.33 121
132 H588X300X12 0.323 1.33 121
129 H588X300X12 0.188 1.33 123130 H588X300X12 0.174 1.33 115
127 H588X300X12 0.315 1.33 123128 H588X300X12 0.249 1.33 123
125 H400X200X8 0.084 1.33 125126 H588X300X12 0.639 1.33 123
123 H300X150X6.5 0.144 1.33 125124 H300X150X6.5 0.134 1.33 125
121 H300X150X6.5 0.214 1.33 125122 H300X150X6.5 0.16 1.33 125
119 H300X150X6.5 0.094 1.33 125120 H400X200X8 0.053 1.33 125
118 H300X150X6.5 0.108 1.33 125
Attachment F - Page 17 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
171 H300X150X6 5 0 199 1 33 125
169 H300X150X6.5 0.083 1.33 125170 H400X200X8 0.039 1.33 119
167 H300X150X6.5 0.118 1.33 125168 H300X150X6.5 0.1 1.33 125
165 H588X300X12 0.163 1.33 115166 H300X150X6.5 0.16 1.33 125
163 H588X300X12 0.239 1.33 123
164 H588X300X12 0.197 1.33 123
161 H588X300X12 0.486 1.33 123162 H588X300X12 0.322 1.33 123
159 H588X300X12 0.153 1.33 121160 H588X300X12 0.17 1.33 116
157 H588X300X12 0.262 1.33 121158 H588X300X12 0.185 1.33 121
155 H588X300X12 0.172 1.33 115156 H588X300X12 0.627 1.33 121
153 H588X300X12 0.213 1.33 123154 H588X300X12 0.169 1.33 123
151 H588X300X12 0.618 1.33 123152 H588X300X12 0.298 1.33 123
149 H300X150X6.5 0.665 1.33 149150 H400X200X8 0.394 1.33 119
148 H300X150X6.5 0.169 1.33 123
199 H300X150X6.5 0.241 1.33 105200 H300X150X6.5 0.221 1.33 105
197 H300X150X6.5 0.173 1.33 127198 H300X150X6.5 0.172 1.33 127
195 H300X150X6.5 0.121 1.33 107196 H300X150X6.5 0.241 1.33 105
193 H300X150X6.5 0.242 1.33 108194 H300X150X6.5 0.218 1.33 105
191 H300X150X6.5 0.159 1.33 127192 H300X150X6.5 0.182 1.33 127
189 H588X300X12 0.158 1.33 123190 H588X300X12 0.137 1.33 115
187 H588X300X12 0.295 1.33 123188 H588X300X12 0.198 1.33 123
185 H588X300X12 0.107 1.33 116186 H588X300X12 0.42 1.33 123
183 H588X300X12 0.167 1.33 149184 H588X300X12 0.115 1.33 145
181 H588X300X12 0.452 1.33 121182 H588X300X12 0.17 1.33 121
179 H588X300X12 0.121 1.33 146180 H588X300X12 0.103 1.33 115
177 H588X300X12 0.175 1.33 117178 H588X300X12 0.172 1.33 146
175 H400X200X8 0.053 1.33 119176 H588X300X12 0.437 1.33 123
173 H300X150X6.5 0.109 1.33 125174 H300X150X6.5 0.088 1.33 125
171 H300X150X6.5 0.199 1.33 125172 H300X150X6.5 0.139 1.33 125
Attachment F - Page 18 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
223 H300X150X6.5 0.223 1.33 115224 H300X150X6.5 0.124 1.33 127
221 H300X150X6.5 0.112 1.33 127222 H300X150X6.5 0.276 1.33 115
219 H300X150X6.5 0.22 1.33 123220 H300X150X6.5 0.127 1.33 127
217 H300X150X6.5 0.119 1.33 127218 H300X150X6.5 0.276 1.33 121
215 H300X150X6.5 0.215 1.33 123216 H300X150X6.5 0.133 1.33 127
213 H300X150X6.5 0.13 1.33 127214 H300X150X6.5 0.276 1.33 121
211 H300X150X6.5 0.241 1.33 108212 H300X150X6.5 0.129 1.33 127
209 H300X150X6.5 0.156 1.33 127210 H300X150X6.5 0.159 1.33 127
207 H300X150X6.5 0.287 1.33 142208 H300X150X6.5 0.241 1.33 105
205 H300X150X6.5 0.241 1.33 105206 H300X150X6.5 0.374 1.33 107
203 H300X150X6.5 0.174 1.33 127204 H300X150X6.5 0.16 1.33 127
201 H300X150X6.5 0.122 1.33 107202 H300X150X6.5 0.241 1.33 105
253 H300X150X6.5 0.277 1.33 105254 H300X150X6.5 0.087 1.33 127
251 H300X150X6.5 0.277 1.33 108252 H300X150X6.5 0.237 1.33 114
249 H300X150X6.5 0.277 1.33 145250 H300X150X6.5 0.237 1.33 146
247 H300X150X6.5 0.277 1.33 145248 H300X150X6.5 0.237 1.33 146
245 H300X150X6.5 0.094 1.33 127246 H300X150X6.5 0.107 1.33 127
243 H300X150X6.5 0.211 1.33 121244 H300X150X6.5 0.168 1.33 123
241 H300X150X6.5 0.102 1.33 125242 H300X150X6.5 0.086 1.33 127
239 H300X150X6.5 0.211 1.33 149240 H300X150X6.5 0.166 1.33 150
237 H300X150X6.5 0.11 1.33 127238 H300X150X6.5 0.091 1.33 127
235 H300X150X6.5 0.21 1.33 149236 H300X150X6.5 0.155 1.33 150
233 H300X150X6.5 0.11 1.33 127234 H300X150X6.5 0.117 1.33 127
231 H300X150X6.5 0.415 1.33 118232 H300X150X6.5 0.467 1.33 105
229 H300X150X6.5 0.415 1.33 114230 H300X150X6.5 0.467 1.33 108
227 H300X150X6.5 0.414 1.33 115228 H300X150X6.5 0.467 1.33 105
225 H300X150X6.5 0.136 1.33 127226 H300X150X6.5 0.467 1.33 113
Attachment F - Page 19 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
277 H400X200X8 0.401 1.33 116278 H400X200X8 0.442 1.33 115
275 H400X200X8 0.035 1.33 127276 H400X200X8 0.079 1.33 127
273 H300X150X6.5 0.361 1.33 146274 H300X150X6.5 0.42 1.33 116
271 H300X150X6.5 0.36 1.33 114272 H300X150X6.5 0.42 1.33 116
269 H300X150X6.5 0.36 1.33 146270 H300X150X6.5 0.42 1.33 113
267 H300X150X6.5 0.087 1.33 127268 H300X150X6.5 0.42 1.33 113
265 H300X150X6.5 0.665 1.33 149266 H300X150X6.5 0.076 1.33 127
263 H300X150X6.5 0.072 1.33 117264 H300X150X6.5 0.742 1.33 122
261 H300X150X6.5 0.665 1.33 123262 H300X150X6.5 0.068 1.33 117
259 H300X150X6.5 0.077 1.33 127260 H300X150X6.5 0.74 1.33 121
257 H300X150X6.5 0.668 1.33 123258 H300X150X6.5 0.08 1.33 152
255 H300X150X6.5 0.109 1.33 127256 H300X150X6.5 0.748 1.33 121
307 H200X100X5.5 0.015 1.33 119308 H588X300X12 0.573 1.33 121
305 H588X300X12 0.588 1.33 121306 H300X150X6.5 0.241 1.33 106
303 H300X150X6.5 0.241 1.33 106304 H200X100X5.5 0.081 1.33 119
301 H200X100X5.5 0.017 1.33 119302 H588X300X12 0.608 1.33 121
299 H588X300X12 0.64 1.33 121300 H300X150X6.5 0.241 1.33 107
297 H300X150X6.5 0.242 1.33 106298 H200X100X5.5 0.066 1.33 127
295 H400X200X8 0.561 1.33 116296 H588X300X12 0.523 1.33 121
293 H400X200X8 0.509 1.33 117294 H400X200X8 0.508 1.33 116
291 H400X200X8 0.542 1.33 119292 H400X200X8 0.522 1.33 117
289 H400X200X8 0.54 1.33 119290 H400X200X8 0.539 1.33 119
287 H400X200X8 0.03 1.33 117288 H400X200X8 0.028 1.33 117
285 H400X200X8 0.379 1.33 118286 H400X200X8 0.396 1.33 119
283 H400X200X8 0.032 1.33 115284 H400X200X8 0.032 1.33 113
281 H400X200X8 0.479 1.33 117282 H400X200X8 0.411 1.33 115
279 H400X200X8 0.056 1.33 121280 H400X200X8 0.06 1.33 123
Attachment F - Page 20 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
331 H588X300X12 0.391 1.33 121332 H300X150X6.5 0.357 1.33 119
329 H588X300X12 0.387 1.33 121330 H300X150X6.5 0.433 1.33 107
327 H588X300X12 0.404 1.33 121328 H300X150X6.5 0.357 1.33 113
325 H588X300X12 0.236 1.33 121326 H300X150X6.5 0.433 1.33 115
323 H200X100X5.5 0.083 1.33 111324 H200X100X5.5 0.025 1.33 111
321 H200X100X5.5 0.082 1.33 109322 H200X100X5.5 0.013 1.33 111
319 H200X100X5.5 0.08 1.33 109320 H200X100X5.5 0.014 1.33 109
317 H588X300X12 0.269 1.33 121318 H200X100X5.5 0.017 1.33 109
315 H300X150X6.5 0.241 1.33 106316 H200X100X5.5 0.093 1.33 109
313 H200X100X5.5 0.016 1.33 125314 H588X300X12 0.539 1.33 121
311 H588X300X12 0.522 1.33 121312 H300X150X6.5 0.244 1.33 107
309 H300X150X6.5 0.241 1.33 107310 H200X100X5.5 0.088 1.33 119
361 H300X150X6.5 0.194 1.33 116362 H588X300X12 0.296 1.33 149
359 H300X150X6.5 0.271 1.33 142360 H588X300X12 0.309 1.33 149
357 H300X150X6.5 0.194 1.33 113358 H588X300X12 0.336 1.33 149
355 H300X150X6.5 0.272 1.33 142356 H588X300X12 0.338 1.33 149
353 H200X100X5.5 0.061 1.33 119354 H588X300X12 0.214 1.33 123
351 H200X100X5.5 0.083 1.33 127352 H200X100X5.5 0.037 1.33 118
349 H200X100X5.5 0.056 1.33 127350 H200X100X5.5 0.016 1.33 147
347 H200X100X5.5 0.041 1.33 111348 H200X100X5.5 0.015 1.33 109
345 H200X100X5.5 0.024 1.33 110346 H200X100X5.5 0.057 1.33 125
343 H200X100X5.5 0.016 1.33 117344 H200X100X5.5 0.035 1.33 125
341 H200X100X5.5 0.018 1.33 117342 H200X100X5.5 0.023 1.33 109
339 H588X300X12 0.219 1.33 121340 H200X100X5.5 0.015 1.33 109
337 H588X300X12 0.32 1.33 121338 H300X150X6.5 0.432 1.33 107
335 H588X300X12 0.341 1.33 121336 H300X150X6.5 0.356 1.33 113
333 H588X300X12 0.38 1.33 121334 H300X150X6.5 0.432 1.33 106
Attachment F - Page 21 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
385 H588X300X12 0.279 1.33 121386 H300X150X6.5 0.341 1.33 145
383 H588X300X12 0.192 1.33 121384 H300X150X6.5 0.418 1.33 114
381 H200X100X5.5 0.029 1.33 125382 H200X100X5.5 0.013 1.33 127
379 H200X100X5.5 0.019 1.33 125380 H200X100X5.5 0.018 1.33 127
377 H200X100X5.5 0.024 1.33 119378 H200X100X5.5 0.026 1.33 127
375 H200X100X5.5 0.057 1.33 125376 H200X100X5.5 0.044 1.33 127
373 H200X100X5.5 0.088 1.33 125374 H200X100X5.5 0.023 1.33 125
371 H200X100X5.5 0.067 1.33 125372 H200X100X5.5 0.02 1.33 119
369 H200X100X5.5 0.013 1.33 128370 H200X100X5.5 0.027 1.33 117
367 H300X150X6.5 0.272 1.33 107368 H588X300X12 0.109 1.33 150
365 H300X150X6.5 0.195 1.33 116366 H588X300X12 0.232 1.33 149
363 H300X150X6.5 0.271 1.33 106364 H588X300X12 0.262 1.33 149
415 H400X200X8 0.539 1.33 119416 H588X300X12 0.528 1.33 145
413 H400X200X8 0.54 1.33 119414 H588X300X12 0.922 1.33 113
411 H200X100X5.5 0.023 1.33 127412 H588X300X12 0.387 1.33 117
409 H200X100X5.5 0.019 1.33 112410 H200X100X5.5 0.025 1.33 119
407 H200X100X5.5 0.022 1.33 110408 H200X100X5.5 0.035 1.33 125
405 H200X100X5.5 0.022 1.33 127406 H200X100X5.5 0.026 1.33 128
403 H200X100X5.5 0.018 1.33 119404 H200X100X5.5 0.055 1.33 125
401 H200X100X5.5 0.026 1.33 125402 H200X100X5.5 0.065 1.33 125
399 H200X100X5.5 0.017 1.33 128400 H200X100X5.5 0.057 1.33 128
397 H588X300X12 0.08 1.33 121398 H200X100X5.5 0.028 1.33 151
395 H588X300X12 0.183 1.33 121396 H300X150X6.5 0.418 1.33 115
393 H588X300X12 0.188 1.33 121394 H300X150X6.5 0.341 1.33 145
391 H588X300X12 0.246 1.33 121392 H300X150X6.5 0.418 1.33 115
389 H588X300X12 0.242 1.33 121390 H300X150X6.5 0.341 1.33 113
387 H588X300X12 0.278 1.33 121388 H300X150X6.5 0.418 1.33 114
Attachment F - Page 22 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
439 H200X100X5.5 0.015 1.33 127440 H200X100X5.5 0.052 1.33 127
437 H200X100X5.5 0.042 1.33 126438 H200X100X5.5 0.057 1.33 128
435 H200X100X5.5 0.135 1.33 127436 H200X100X5.5 0.078 1.33 126
433 H200X100X5.5 0.043 1.33 125434 H200X100X5.5 0.183 1.33 127
431 H200X100X5.5 0.161 1.33 125432 H200X100X5.5 0.089 1.33 128
429 H200X100X5.5 0.207 1.33 125430 H200X100X5.5 0.171 1.33 125
427 H200X100X5.5 0.13 1.33 128428 H200X100X5.5 0.264 1.33 128
425 H400X200X8 0.561 1.33 115426 H588X300X12 0.107 1.33 118
423 H400X200X8 0.508 1.33 114424 H588X300X12 0.161 1.33 113
421 H400X200X8 0.509 1.33 117422 H588X300X12 0.143 1.33 113
419 H400X200X8 0.508 1.33 119420 H588X300X12 0.422 1.33 145
417 H400X200X8 0.541 1.33 117418 H588X300X12 0.408 1.33 145
485 T150X150 0.034 1.33 126486 T150X150 0.044 1.33 125
479 T150X150 0.023 1.33 119480 T150X150 0.028 1.33 115
477 T150X150 0.038 1.33 123478 T150X150 0.034 1.33 118
475 T150X150 0.045 1.33 125476 T150X150 0.015 1.33 127
473 T150X150 0.044 1.33 127474 T150X150 0.025 1.33 125
467 T150X150 0.023 1.33 117468 T150X150 0.036 1.33 127
465 T150X150 0.011 1.33 127466 T150X150 0.045 1.33 125
463 T150X150 0.114 1.33 125464 T150X150 0.04 1.33 119
461 T150X150 0.121 1.33 119462 T150X150 0.034 1.33 125
455 T150X150 0.018 1.33 125456 T150X150 0.068 1.33 107
453 T150X150 0.006 1.33 107454 T150X150 0.071 1.33 121
451 T150X150 0.12 1.33 122452 T150X150 0.029 1.33 123
449 T150X150 0.106 1.33 124450 T150X150 0.023 1.33 121
443 T150X150 0.034 1.33 122444 T150X150 0.095 1.33 107
441 T150X150 0.025 1.33 124442 T150X150 0.114 1.33 122
Attachment F - Page 23 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
519 T200X200 0.215 1.33 127520 T200X200 0.189 1.33 125
517 T200X200 0.204 1.33 127518 T200X200 0.206 1.33 125
513 T200X200 0.213 1.33 127514 T200X200 0.198 1.33 125
511 T200X200 0.508 1.33 127512 T200X200 0.519 1.33 125
507 T200X200 0.582 1.33 127508 T200X200 0.559 1.33 125
505 T200X200 0.479 1.33 127506 T200X200 0.488 1.33 125
501 T200X200 0.465 1.33 127502 T200X200 0.444 1.33 125
499 T150X150 0.096 1.33 125500 T150X150 0.061 1.33 127
497 T150X150 0.09 1.33 127498 T150X150 0.077 1.33 125
491 T150X150 0.258 1.33 125492 T150X150 0.189 1.33 126
489 T150X150 0.301 1.33 123490 T150X150 0.206 1.33 128
487 T150X150 0.04 1.33 128488 T150X150 0.036 1.33 127
565 H300X150X6.5 0.076 1.33 108567 H300X150X6.5 0.071 1.33 108
561 H300X150X6.5 0.135 1.33 117563 H300X150X6.5 0.077 1.33 119
559 T200X200 0.198 1.33 119560 T200X200 0.174 1.33 117
555 T200X200 0.285 1.33 119556 T200X200 0.226 1.33 117
553 T200X200 0.158 1.33 119554 T200X200 0.159 1.33 117
549 T200X200 0.197 1.33 119550 T200X200 0.171 1.33 117
547 T200X200 0.21 1.33 127548 T200X200 0.184 1.33 125
543 T200X200 0.253 1.33 127544 T200X200 0.206 1.33 125
541 T200X200 0.195 1.33 127542 T200X200 0.183 1.33 125
537 T200X200 0.214 1.33 127538 T200X200 0.204 1.33 125
535 T200X200 0.22 1.33 127536 T200X200 0.211 1.33 125
531 T200X200 0.243 1.33 127532 T200X200 0.201 1.33 125
529 T200X200 0.211 1.33 127530 T200X200 0.209 1.33 125
525 T200X200 0.238 1.33 127526 T200X200 0.221 1.33 125
523 T200X200 0.212 1.33 127524 T200X200 0.213 1.33 125
Attachment F - Page 24 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
631 H588X300X12 0.763 1.33 121632 H588X300X12 0.598 1.33 121
629 H200X100X5.5 0.041 1.33 105630 H200X100X5.5 0.041 1.33 105
627 H588X300X12 0.382 1.33 115628 H588X300X12 0.145 1.33 115
625 H200X100X5.5 0.013 1.33 105626 H200X100X5.5 0.013 1.33 105
623 H588X300X12 0.249 1.33 123624 H588X300X12 0.175 1.33 123
621 H200X100X5.5 0.013 1.33 105622 H200X100X5.5 0.013 1.33 105
619 H588X300X12 0.292 1.33 123620 H588X300X12 0.211 1.33 123
617 H200X100X5.5 0.013 1.33 115618 H200X100X5.5 0.013 1.33 105
615 H588X300X12 0.388 1.33 123616 H588X300X12 0.295 1.33 123
613 H200X100X5.5 0.013 1.33 107614 H200X100X5.5 0.013 1.33 107
611 H588X300X12 0.777 1.33 123612 H588X300X12 0.564 1.33 123
568 H300X150X6.5 0.013 1.33 117570 H300X150X6.5 0.011 1.33 117
661 H200X100X5.5 0.008 1.33 111662 H200X100X5.5 0.008 1.33 111
659 H588X300X12 0.234 1.33 121660 H588X300X12 0.378 1.33 121
657 H200X100X5.5 0.015 1.33 117658 H200X100X5.5 0.015 1.33 117
655 H588X300X12 0.249 1.33 121656 H588X300X12 0.425 1.33 121
653 H200X100X5.5 0.085 1.33 125654 H200X100X5.5 0.091 1.33 125
651 H588X300X12 0.473 1.33 121652 H588X300X12 0.606 1.33 121
649 H200X100X5.5 0.041 1.33 105650 H200X100X5.5 0.041 1.33 105
647 H200X100X5.5 0.013 1.33 105648 H200X100X5.5 0.013 1.33 105
645 H200X100X5.5 0.013 1.33 105646 H200X100X5.5 0.013 1.33 105
643 H200X100X5.5 0.013 1.33 105644 H200X100X5.5 0.013 1.33 105
641 H200X100X5.5 0.013 1.33 105642 H200X100X5.5 0.013 1.33 105
639 H588X300X12 0.441 1.33 113640 H588X300X12 0.15 1.33 116
637 H588X300X12 0.266 1.33 121638 H588X300X12 0.161 1.33 121
635 H588X300X12 0.286 1.33 121636 H588X300X12 0.188 1.33 149
633 H588X300X12 0.365 1.33 121634 H588X300X12 0.315 1.33 121
Attachment F - Page 25 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
685 H200X100X5.5 0.02 1.33 125686 H200X100X5.5 0.019 1.33 125
683 H588X300X12 0.09 1.33 121684 H588X300X12 0.147 1.33 121
681 H200X100X5.5 0.014 1.33 125682 H200X100X5.5 0.014 1.33 125
679 H588X300X12 0.11 1.33 123680 H588X300X12 0.194 1.33 149
677 H200X100X5.5 0.04 1.33 117678 H200X100X5.5 0.042 1.33 117
675 H588X300X12 0.206 1.33 121676 H588X300X12 0.3 1.33 121
673 H200X100X5.5 0.077 1.33 127674 H200X100X5.5 0.08 1.33 127
671 H588X300X12 0.259 1.33 145672 H588X300X12 0.405 1.33 113
669 H200X100X5.5 0.03 1.33 152670 H200X100X5.5 0.029 1.33 152
667 H588X300X12 0.191 1.33 121668 H588X300X12 0.265 1.33 121
665 H200X100X5.5 0.02 1.33 127666 H200X100X5.5 0.019 1.33 127
663 H588X300X12 0.21 1.33 121664 H588X300X12 0.308 1.33 121
715 T150X150 0.087 1.33 124716 T150X150 0.086 1.33 121
713 T200X200 0.205 1.33 127714 T200X200 0.212 1.33 125
711 T200X200 0.208 1.33 127712 T200X200 0.203 1.33 125
709 T150X150 0.061 1.33 122710 T150X150 0.059 1.33 127
707 T150X150 0.053 1.33 127708 T150X150 0.066 1.33 121
705 T200X200 0.523 1.33 127706 T200X200 0.537 1.33 125
703 T200X200 0.477 1.33 127704 T200X200 0.478 1.33 125
701 T150X150 0.104 1.33 122702 T150X150 0.078 1.33 123
699 T150X150 0.094 1.33 124700 T150X150 0.089 1.33 121
697 T200X200 0.552 1.33 127698 T200X200 0.551 1.33 125
695 T200X200 0.467 1.33 127696 T200X200 0.459 1.33 125
693 T150X150 0.081 1.33 122694 T150X150 0.091 1.33 123
691 T150X150 0.061 1.33 124692 T150X150 0.091 1.33 121
689 H200X100X5.5 0.033 1.33 125690 H200X100X5.5 0.033 1.33 125
687 H588X300X12 0.1 1.33 116688 H588X300X12 0.14 1.33 116
Attachment F - Page 26 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
739 T150X150 0.022 1.33 116740 T150X150 0.049 1.33 119
737 T200X200 0.199 1.33 127738 T200X200 0.236 1.33 125
735 T200X200 0.213 1.33 127736 T200X200 0.219 1.33 125
733 T150X150 0.049 1.33 125734 T150X150 0.054 1.33 127
731 T150X150 0.046 1.33 127732 T150X150 0.071 1.33 125
729 T200X200 0.211 1.33 127730 T200X200 0.228 1.33 125
727 T200X200 0.224 1.33 127728 T200X200 0.222 1.33 125
725 T150X150 0.044 1.33 125726 T150X150 0.052 1.33 127
723 T150X150 0.045 1.33 127724 T150X150 0.076 1.33 125
721 T200X200 0.199 1.33 127722 T200X200 0.218 1.33 125
719 T200X200 0.201 1.33 127720 T200X200 0.203 1.33 125
717 T150X150 0.098 1.33 122718 T150X150 0.079 1.33 123
770 T200X200 0.218 1.33 117769 T200X200 0.172 1.33 119
767 T200X200 0.154 1.33 119768 T200X200 0.178 1.33 117
765 T150X150 0.251 1.33 123766 T150X150 0.184 1.33 123
763 T150X150 0.138 1.33 121764 T150X150 0.236 1.33 121
761 T200X200 0.211 1.33 119762 T200X200 0.244 1.33 117
759 T200X200 0.178 1.33 119760 T200X200 0.188 1.33 117
757 T150X150 0.273 1.33 125758 T150X150 0.144 1.33 127
755 T150X150 0.207 1.33 127756 T150X150 0.178 1.33 125
753 T200X200 0.179 1.33 127754 T200X200 0.224 1.33 125
751 T200X200 0.19 1.33 127752 T200X200 0.2 1.33 125
749 T150X150 0.043 1.33 123750 T150X150 0.034 1.33 123
747 T150X150 0.035 1.33 115748 T150X150 0.11 1.33 121
745 T200X200 0.2 1.33 127746 T200X200 0.227 1.33 125
743 T200X200 0.203 1.33 127744 T200X200 0.205 1.33 125
741 T150X150 0.042 1.33 118742 T150X150 0.03 1.33 117
Attachment F - Page 27 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
824 T150X150 0.102 1.33 121825 T150X150 0.186 1.33 123826 T150X150 0.095 1.33 123
820 T150X150 0.097 1.33 121821 T150X150 0.08 1.33 122822 T150X150 0.098 1.33 123823 T150X150 0.191 1.33 121
816 T150X150 0.109 1.33 121817 T150X150 0.161 1.33 123818 T150X150 0.112 1.33 123819 T150X150 0.076 1.33 121
812 T150X150 0.146 1.33 121813 T150X150 0.145 1.33 123814 T150X150 0.05 1.33 127815 T150X150 0.167 1.33 121
808 T150X150 0.19 1.33 125809 T150X150 0.305 1.33 128810 T150X150 0.15 1.33 127811 T150X150 0.075 1.33 121
804 T150X150 0.262 1.33 121805 T150X150 0.251 1.33 123806 T150X150 0.195 1.33 127807 T150X150 0.275 1.33 126
803 T150X150 0.203 1.33 124
856 H300X150X6.5 0.011 1.33 125
852 H300X150X6.5 0.079 1.33 127853 H300X150X6.5 0.022 1.33 127854 H300X150X6.5 0.02 1.33 127855 H300X150X6.5 0.013 1.33 125
848 H200X100X5.5 0.021 1.33 125849 H300X150X6.5 0.079 1.33 127850 H200X100X5.5 0.005 1.33 127851 H300X150X6.5 0.084 1.33 117
844 H300X150X6.5 0.019 1.33 127845 H300X150X6.5 0.01 1.33 125846 H300X150X6.5 0.011 1.33 125847 H300X150X6.5 0.086 1.33 117
840 H200X100X5.5 0.036 1.33 117841 H300X150X6.5 0.082 1.33 117842 H300X150X6.5 0.079 1.33 127843 H300X150X6.5 0.018 1.33 127
836 H300X150X6.5 0.032 1.33 117837 H300X150X6.5 0.077 1.33 109838 H200X100X5.5 0.006 1.33 113839 H300X150X6.5 0.093 1.33 119
832 H300X150X6.5 0.102 1.33 119833 H300X150X6.5 0.01 1.33 107834 H300X150X6.5 0.009 1.33 107835 H300X150X6.5 0.029 1.33 117
828 H200X100X5.5 0.103 1.33 128829 H300X150X6.5 0.077 1.33 119830 H200X100X5.5 0.007 1.33 119831 H300X150X6.5 0.075 1.33 109
827 H300X150X6.5 0.134 1.33 117
Attachment F - Page 28 of 29
SENORO GAS DEVELOPMENT PROJECT
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
Doc. No. SNO-S-CC-05-010
B
DATE. 23-Jun-13
868 H200X100X5.5 0.066 1.33 128869 H300X150X6.5 0.286 1.33 119870 H200X100X5.5 0.037 1.33 124
864 H300X150X6.5 0.064 1.33 127865 H300X150X6.5 0.032 1.33 122866 H300X150X6.5 0.035 1.33 124867 H300X150X6.5 0.309 1.33 117
860 H200X100X5.5 0.008 1.33 127861 H300X150X6.5 0.324 1.33 117862 H300X150X6.5 0.288 1.33 119863 H300X150X6.5 0.052 1.33 127
857 H300X150X6.5 0.085 1.33 117858 H200X100X5.5 0.022 1.33 128859 H300X150X6.5 0.082 1.33 127
Attachment F - Page 29 of 29
SNO-S-CC-05-010
REV. B
DEFLECTION DATA
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
ATTACHMENT G
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
G. Deflection Data
G.1. Permanent Condition
Maximum Node Displacement at Level + 5.00
Maximum Node Displacement at Level + 7.00
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No. SNO-S-CC-05-010
B
Maximum Node Displacement at Level + 10.00
Attachment G - Page 1 of 4
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No. SNO-S-CC-05-010
B
Maximum Node Displacement at Level + 13.00
Maximum Node Displacement at Level + 16.00
G.2. Temporary Condition
Maximum Node Displacement at Level + 5.00
Attachment G - Page 2 of 4
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No. SNO-S-CC-05-010
B
Maximum Node Displacement at Level + 7.00
Maximum Node Displacement at Level + 10.00
Maximum Node Displacement at Level + 13.00
Attachment G - Page 3 of 4
CALCULATION OF PIPE RACK STRUCTURE # 10 REV.
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Doc. No. SNO-S-CC-05-010
B
Maximum Node Displacement at Level + 16.00
Attachment G - Page 4 of 4
SNO-S-CC-05-010
REV. B
CONNECTION CHECK
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
ATTACHMENT H
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
H. CONNECTION CHECKH.1 Typical Connection of Pipe Rack PR-10
Connection detail calculation shall refer to the following document:
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
g
1. SNO-S-SD-100-001 Standard Drawing Member Designation For Steel Structure
2. SNO-S-SD-100-002 Standard Drawing Column Base Plate
3. SNO-S-SD-100-003 Standard Drawing Steel Beam Fixed End Plate Moment
4. SNO-S-SD-100-004 Standard Drawing Steel Beam Pinned Connection
5. SNO-S-SD-100-005 Standard Drawing Column Splice
6. SNO-S-SD-100-006 Standard Drawing Vertical Bracing Connection
7. SNO-S-SD-100-007 Standard Drawing Horizontal Bracing Connection
8. SNO-S-SD-100-008 Standard Drawing Anchor Bolts
R5R5R5
R3
R5 R5R5R3 R3
R3
R2 R2 R3
R3R3 R3
R3
R3
R2 R5 R2
R3R3
R5R5
R3
R2
R3
R3 R5
R2
R5
R3R3R3
R3R5R3
R2
R4
R3 R3
R5
R2
R3 R2R2 R3R5
R4
R3
C1C1C2 C2
C3C5 C5
Fig. H.1.1 Plan EL. +5.000
R3
R7 R7
R3 R5 R5
R7
R2
R3
R5 R3
R7
R3
R7
R2 R2
R3 R3
R5
R3
R5
R7R7
R2
R3R3
R5 R3R5
R7
R3
R5R5
R7 R7
R4
R7R7
R3 R5
R3
R2R5 R3
R7
R3
R7
R3R5
R2
R2
R3
R2
R7
R2
R7
R3
R2
R3 R3
R3
R3 R3
R5R3
R4
R5
C1 C1C2 C2
C3 C3
C3C5 C5
R3 R5 R2
R2
R3 R3
R2
R7
R5
R7R7R7
R3
R2
R3
R3
R3
R5
R7
R3
R3R3
R7
R5
R4
R5
R3
R3 R5
R2
R2
R7
R2
R7
R5
R5 R2
R2 R3R3
R3R3
R5
R7
R3
R2
R2R5
R7
R3
R3 R3
R2
R7
R2
R3
R3
R5
R3
R2
R3
R2
R3
R7
R5
R3
R7
R3
R7
R3
R7
R3
R3
R5
R3
R3 R5
R2
R3
R3
R2
R2
R7
R5
R4
R5C1 C1
C2C2
C3C3
C3C5 C5
Fig. H.1.2 Plan EL. +7.000
R4
R3 R3R3 R3R3 R3 R3R3R3
R2
R3 R3
R4
R3
R2
R3R3 R3R3 C1C1C2C2 C3C5 C5
Fig. H.1.3 Plan EL. +10.000
Attachment H - Page 1 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Fig. H.1.2 Plan EL. +13.000
R7
R5
R4
R8 R5R2
R7 R7
R2
R7
R8 R8
R5
R2R4
R3
R2
R3
R8
R2
R8
R7
R8
R5R8
R7
R5 R3
R2
R2
R3
R7
R2
R5
R7
R8 R2
R7
R5
R7 R7
R5
R8
R7
R8
R5
R7
R8 R5
R8
R2R8R5
R8R8 R8
R2
R7
R5 R2
R8
R7
R8
R7
R5R8 R8R5
R8
C1 C1C2C2
C3C3
C3C5 C5
Fig. H.1.2 Plan EL. +16.000
R6:ß 90.00
R4
R3 R8
R6:ß 90.00
R4
R3R8
R1
R8
R1
R8
R6:ß 90.00R1
R8
R1
R8
R6:ß 90.00 R1
R8
R6:ß 90.00R1
R8 R8R8
R6:ß 90.00
R8
R1R6:ß 90.00
R1
R8
R6:ß 90.00
R8
R1
R1
R8
R5R5
R8R8
R4R2
R2
R2
R3
R8 R8R3 R2
R8
R5
R8
R8R5
R3
R2
R2
R4
R3
R8
R5 R5R2 R2 R5 R2 R8R8 R5
R8 R8R8
R5R5
R8
R8R2
R8
R5 R5R5
R8R8
R8
R8
R5
R8C1C1C2C2 C3C5 C5
R6:ß 90.00
R3
R6:ß 90.00
R1
R1
R3
R3
R3
R6:ß 90.00
R1
R3
R6:ß 90.00
R1
R4
R3
R4
R3
R3
R3
R4
R4 R4
R4
R3
R3
R6:ß 90.00
R3
R3
R3
R1
R6:ß 90.00
R1
R1
R1
R1
R3
R1
R3
R3
R1
R3
R1
R3
R1
R6:ß 90.00
R1
R3
R6:ß 90.00
R3
R6:ß 90.00
R3
R1
R3
R6:ß 90.00 R1
R3
R3R3
R3 R3
R1
R3
R3
R1
R1
R3
R3
R3
R3
R3
R3
R6:ß 90.00
R3
R6:ß 90.00
R3
R3
R1
R3
R6:ß 90.00
R3R3
R3
R3
R6:ß 90.00
R3
R6:ß 90.00
R3 R3
R3
R6:ß 90.00
R6:ß 90.00
R1
R3
R3
R6:ß 90.00
R6:ß 90.00 R6:ß 90.00
R3
R6:ß 90.00
R3
R3
R1
R1R6:ß 90.00
R3
R3
R3
R3
R3
R1
R3
R3
R6:ß 90.00 R1
R3
R1
R6:ß 90.00
R1
R1R1
R1
R1
R3
R1
R3
R3
Fig. H.1.4 Longitudinal Section
R6:ß 90.00
R1
R4
R6:ß 90.00
R1
R1R1R4
R1R1R6:ß 90.00 R6:ß 90.00R1 R6:ß 90.00 R1R6:ß 90.00 R6:ß 90.00R6:ß 90.00 R1 R1
C2 C2 C2 C2
C6 C6 C6 C6
C4C4 C4C4
Attachment H - Page 2 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
C1 C1
C1C1
Fig. H.1.6 Transversal Section
List of Property
C6 C6
List of Property
No.
1
2
3
4
5 R5 CT 150
R4 SH 200
R3 SH 300
R2 MH 588
R1 MH 588
Symbol Steel Property
6
7
8
9
10
11
R8 SH 400
R7 SH 200
R6 CT 200
12
13
14
List of Connection
No.
1 Beam to Column Moment ConnectionC1
Symbol Connection Type
1 Beam to Column Moment Connection
2 Beam to Column Pinned Connection
3 Beam to Beam Pinned Connection
4 Vertical bracing connection
5 Horizontal bracing connection
6 Base Plate Pinned Connection
C5
C6
C3
C4
C1
C2
Attachment H - Page 3 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.2 Beam to Column Moment Connection (C1)
H.2.1 Beam to Column Moment Connection (C1) between El. + 5.00 and Column( )
Main Beam El.+5.00
Column
To accommodate the combination of tension force and moment, the inner force of
the member shall conform the formula below- Combination of tension and moment
MH 588
MH 588
M TMall Tall
Where :
M = Moment
T = Tension force
+ ≤ 1
T = Tension forceMall = Allowable moment capacityTall = Allowable tension capacity
H.2.1.1 Permanent Condition
From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C Node
Max Fx 103 167
Min Fx 102 167
Max Fy 103 2
Min Fy 102 8
81.44
652 16.25 -61.76 13.66 0.00 0.09 89.52
11 6.31 30.68 -8.75 0.00 0.07
-14.84
296 -40.17 -7.79 -11.93 0.00 3.86 -15.42
296 20.61 19.41 12.17 0.00 -4.27
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fz 102 293
Min Fz 103 293
Max Mx 103 38
Min Mx 102 38
Max My 103 293
Min My 102 293
Max Mz 102 8 89 52652 16 25 61 76 13 66 0 00 0 09
-51.96
296 -29.17 -34.38 23.07 0.00 -15.45 15.45
296 9.61 -7.19 -22.83 0.00 15.66
74.59
86 -11.56 5.08 -1.07 0.00 0.01 -20.63
86 -10.69 28.93 1.09 0.00 -0.01
15.45
296 9.61 -7.19 -22.83 0.00 15.66 -51.96
296 -29.17 -34.38 23.07 0.00 -15.45
Max Mz 102 8
Min Mz 103 293
89.52
296 9.61 -7.19 -22.83 0.00 15.66 -51.96
652 16.25 -61.76 13.66 0.00 0.09
Attachment H - Page 4 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity Check
M : Moment force or Mz in STAAD Pro
0.066 < 1...OK-15.42 -7.79 -40.17 346.99 573.02 1895.04
0.258 < 1...OK
89.52 -61.76No Tension 346.99 573.02 1895.04 0.258 < 1...OK
89.52 30.68No Tension 346.99 573.02 1895.04
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
H.2.1.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C NodeBeam Fx Fy Fz Mx My MzL/C Node
Max Fx 115 292
Min Fx 113 292
Max Fy 123 2
Min Fy 121 8
Max Fz 118 293 12.552296 -28.771 -33.222 23.395 0 -14.706
352.717
652 16.23 -125.436 12.218 -0.003 0.086 359.975
11 7.781 97.47 -7.779 0.003 0.062
170.311
651 -41.036 -56.121 -3.983 -0.002 13.836 -160.216
651 21.466 75.855 3.74 0.002 -13.628
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Beam Fx Fy Fz Mx My Mz
Min Fz 120 293
Max Mx 123 86
Min Mx 121 86
Max My 119 293
Min My 117 293
Max Mz 121 8 359.975652 16.23 -125.436 12.218 -0.003 0.086
-54.856
296 -29.559 -35.544 22.753 0 -16.196 18.344
296 10.003 -6.027 -22.506 0 16.407
251.75
186 -32.947 -42.063 -0.12 -0.003 0.017 -204.697
186 3.408 71.985 0.169 0.003 -0.019
296 9.215 -8.35 -23.148 0 14.917 -49.064
Min Mz 121 211 -25.182 -66.714 7.888 -0.003 -0.061 -304.55
Attachment H - Page 5 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity * Check
*) For temporary load the allowable value can be increased by 33%
0.363 < 1...OK-160.22 -56.12 -41.04 461.50 762.12 2520.40
0.780 < 1...OK
359.98 -125.44No Tension 461.50 762.12 2520.40 0.780 < 1...OK
359.98 97.47No Tension 461.50 762.12 2520.40
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
M : Moment force or Mz in STAAD Pro
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and moment
so for detail connection are shall be refer to :
Detail : TYPE-B
Attachment H - Page 6 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.2.2 Beam to Column Moment Connection (C1) between El. + 7.00 and Column
Main Beam El.+7.00 MH 588
Column
To accommodate the combination of tension force and moment, the inner force of
the member shall conform the formula below- Combination of tension and moment
MH 588
M TMall Tall
Where :
M = Moment
T = Tension forceM = Allowable moment capacity
+ ≤ 1
Mall = Allowable moment capacityTall = Allowable tension capacity
H.2.2.1 Permanent Condition
From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C Node Mx My MzBeam Fx Fy Fz
Max Fx 103 87
Min Fx 102 87
Max Fy 103 87
Min Fy 102 93
Max Fz 103 192 -16.56335 12.41 8.43 10.45 0.00 -5.88
58.78
676 8.33 -43.77 1.68 0.00 0.04 64.75
187 19.88 27.30 -3.62 0.00 0.04
58.78
187 -0.44 18.28 3.31 0.00 -0.03 22.28
187 19.88 27.30 -3.62 0.00 0.04
y
kN kN kN kNm kNm kNm
y
Min Fz 102 192
Max Mx 102 296
Min Mx 103 3
Max My 102 192
Min My 103 192
Max Mz 102 93
Min Mz 104 196
64.75
675 6 25 10 14 0 18 0 00 0 26 29 82
676 8.33 -43.77 1.68 0.00 0.04
-16.45
137 12.41 9.04 -2.94 0.00 -5.88 -16.56
137 0.79 -2.50 2.96 0.00 5.96
-13.29
12 8.81 18.84 0.32 0.00 -0.06 43.02
659 8.36 4.85 -1.59 0.00 0.14
335 0.79 -3.11 -10.47 0.00 5.96 -16.45
Min Mz 104 196675 6.25 10.14 0.18 0.00 0.26 -29.82
Attachment H - Page 7 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity Check
M : Moment force or Mz in STAAD Pro
0.064 < 1...OK22.28 18.28 -0.44 346.99 573.02 1895.04
0.187 < 1...OK
64.75 -43.77No Tension 346.99 573.02 1895.04 0.187 < 1...OK
64.75 27.30No Tension 346.99 573.02 1895.04
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
H.2.2.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C NodeBeam Fx Fy Fz Mx My MzL/C Node
Max Fx 115 87
Min Fx 121 87
Max Fy 123 3
Min Fy 121 45
Max Fz 111 192 -16.567335 13.106 8.425 11.082 0 -6.314
231.008
331 6.645 -75.194 8.23 -0.002 0.049 211.799
12 9.479 65.021 0.414 0.001 -0.05
148.032
187 -3.71 -13.299 3.13 -0.002 -0.03 -98.946
187 22.265 49.616 -3.722 0.002 0.036
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Beam Fx Fy Fz Mx My Mz
Min Fz 109 192
Max Mx 122 3
Min Mx 124 3
Max My 109 192
Min My 111 192
Max Mz 123 3 231.00812 9.479 65.021 0.414 0.001 -0.05
-16.438
137 13.106 9.04 -3.567 0 -6.314 -16.568
137 0.018 -2.498 3.585 0 6.387
188.633
12 6.115 -31.111 0.139 -0.003 -0.05 -153.553
12 10.552 54.571 0.179 0.003 0.048
335 0.018 -3.112 -11.1 0 6.387 -16.438
Min Mz 123 9660 6.824 37.074 0.61 0.001 0.078 -201.046
Attachment H - Page 8 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity * Check
*) For temporary load the allowable value can be increased by 33%
0.216 < 1...OK-98.95 -13.30 -3.71 461.50 762.12 2520.40
0.502 < 1...OK
211.80 -75.19No Tension 461.50 762.12 2520.40 0.459 < 1...OK
231.01 -13.30 -3.71 461.50 762.12 2520.40
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
M : Moment force or Mz in STAAD Pro
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and moment
so for detail connection are shall be refer to :
Detail : TYPE-B
Attachment H - Page 9 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.2.3 Beam to Column Moment Connection (C1) between El. + 10.00 and Column
Main Beam El.+10.00 MH 588
Column
To accommodate the combination of tension force and moment, the inner force of
the member shall conform the formula below- Combination of tension and moment
MH 588
M TMall Tall
Where :
M = Moment
T = Tension forceM = Allowable moment capacity
+ ≤ 1
Mall = Allowable moment capacityTall = Allowable tension capacity
H.2.3.1 Permanent Condition
From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C Node Mx My MzBeam Fx Fy Fz
Max Fx 102 58
Min Fx 102 64
Max Fy 104 16
Min Fy 104 94
Max Fz 103 201 -16.58358 4.31 8.45 8.30 0.00 -4.41
40.41
680 6.35 -21.13 0.19 0.00 0.00 27.20
38 4.69 43.20 0.00 0.00 0.00
37.32
138 -1.37 18.31 -0.57 0.00 0.01 12.03
362 13.31 -18.84 0.73 0.00 0.01
y
kN kN kN kNm kNm kNm
y
Min Fz 102 201
Max Mx 103 76
Min Mx 102 88
Max My 102 201
Min My 103 201
Max Mz 103 28
Min Mz 104 199
45.17
38 4 69 4 62 0 00 0 00 0 02 21 40
63 4.31 26.64 6.60 0.00 -0.01
-16.53
63 4.31 9.07 -3.55 0.00 -4.41 -16.58
63 7.54 0.78 3.53 0.00 4.33
28.54
188 2.72 16.22 0.23 0.00 0.01 12.11
163 0.99 20.31 7.20 0.00 -0.02
358 7.54 0.16 -8.28 0.00 4.33 -16.53
Min Mz 104 19938 4.69 4.62 0.00 0.00 0.02 -21.40
Attachment H - Page 10 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity Check
M : Moment force or Mz in STAAD Pro
0.035 < 1...OK12.03 18.31 -1.37 346.99 573.02 1895.04
0.130 < 1...OK
40.41 43.20 -1.37 346.99 573.02 1895.04 0.117 < 1...OK
45.17 9.07No Tension 346.99 573.02 1895.04
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
H.2.3.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C NodeBeam Fx Fy Fz Mx My MzL/C Node
Max Fx 105 58
Min Fx 125 64
Max Fy 150 16
Min Fy 149 22
Max Fz 111 201 -16.569358 3.108 8.453 9.002 0 -4.896
189.187
356 5.427 -55.064 -0.007 -0.002 0 178.402
38 4.228 77.068 0.007 0.002 -0.001
62.547
138 -4.295 17.017 -0.557 0 0.008 13.028
362 15.058 -25.147 0.726 0 0.014
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Beam Fx Fy Fz Mx My Mz
Min Fz 109 201
Max Mx 123 76
Min Mx 121 88
Max My 109 201
Min My 111 201
Max Mz 123 4 192.29413 3.18 59.771 5.446 0.002 -0.011
-16.529
63 3.108 9.067 -4.254 0 -4.896 -16.57
63 8.163 0.777 4.234 0 4.816
128.756
188 -0.553 -7.958 0.427 -0.002 0.01 -79.332
163 0.544 44.033 6.48 0.002 -0.013
358 8.163 0.162 -8.982 0 4.816 -16.529
Min Mz 123 10664 -0.046 37.967 1.767 0.002 0.005 -168.66
Attachment H - Page 11 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity * Check
*) For temporary load the allowable value can be increased by 33%
0.030 < 1...OK13.03 17.02 -4.30 461.50 762.12 2520.40
0.417 < 1...OK
189.19 77.07 -4.30 461.50 762.12 2520.40 0.412 < 1...OK
192.29 9.07No Tension 461.50 762.12 2520.40
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
M : Moment force or Mz in STAAD Pro
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and moment
so for detail connection are shall be refer to :
Detail : TYPE-B
Attachment H - Page 12 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.2.4 Beam to Column Moment Connection (C1) between El. + 13.00 and Column
Main Beam El.+13.00 MH 588
Column
To accommodate the combination of tension force and moment, the inner force of
the member shall conform the formula below- Combination of tension and moment
MH 588
M TMall Tall
Where :
M = Moment
T = Tension forceM = Allowable moment capacity
+ ≤ 1
Mall = Allowable moment capacityTall = Allowable tension capacity
H.2.4.1 Permanent Condition
From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C Node Mx My MzBeam Fx Fy Fz
Max Fx 104 65
Min Fx 103 216
Max Fy 104 17
Min Fy 104 95
Max Fz 103 53 45.86114 -49.82 35.94 7.93 0.00 -0.02
52.05
684 -10.53 -18.28 0.18 0.00 0.00 24.54
39 -66.34 54.47 0.02 0.00 0.00
34.65
64 -67.78 5.08 -2.47 0.00 -1.88 -2.13
139 -7.45 51.48 0.04 0.00 0.00
y
kN kN kN kNm kNm kNm
y
Min Fz 102 77
Max Mx 103 17
Min Mx 102 17
Max My 103 300
Min My 102 300
Max Mz 103 29
Min Mz 104 308
53.94
189 10 53 0 96 0 18 0 00 0 27 11 27
64 -63.78 37.61 7.91 0.00 -0.02
11.42
667 -52.04 2.51 1.12 0.00 -2.60 -1.92
667 -50.62 7.81 -1.21 0.00 2.45
51.42
39 -66.50 32.86 -0.22 0.00 0.04 35.05
39 -65.18 36.96 0.25 0.00 -0.04
164 -14.82 30.44 -7.96 0.00 0.02 20.11
Min Mz 104 308189 -10.53 0.96 -0.18 0.00 -0.27 -11.27
Attachment H - Page 13 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity Check
M : Moment force or Mz in STAAD Pro
0.042 < 1...OK-2.13 5.08 -67.78 346.99 573.02 1895.04
0.183 < 1...OK
52.05 54.47 -67.78 346.99 573.02 1895.04 0.186 < 1...OK
53.94 2.51 -52.04 346.99 573.02 1895.04
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
H.2.4.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C NodeBeam Fx Fy Fz Mx My MzL/C Node
Max Fx 152 65
Min Fx 115 216
Max Fy 150 5
Min Fy 121 11
Max Fz 111 53 45.562114 -47.978 35.938 8.421 0.001 -0.02
174.917
668 -30.324 -48.226 -1.536 -0.002 0.011 152.67
14 -32.656 81.809 0.12 0.001 0.016
28.443
387 -69.365 27.765 0.474 0.002 -1.883 -2.233
139 6.333 45.91 0.091 0.001 0
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Beam Fx Fy Fz Mx My Mz
Min Fz 109 77
Max Mx 123 53
Min Mx 121 17
Max My 119 300
Min My 125 300
Max Mz 123 5 176.74614 -29.473 66.625 6.178 0.002 0.005
13.871
667 -38.249 0.964 1.774 -0.001 -3.909 -6.015
14 -54.408 9.001 -2.969 0.001 3.542
144.354
39 -50.638 -1.914 -0.212 -0.002 0.036 -95.299
114 -34.547 58.389 7.157 0.003 -0.018
164 -11.324 30.438 -8.435 0 0.018 19.829
Min Mz 123 11668 -43.142 23.266 1.773 0.002 -0.005 -133.364
Attachment H - Page 14 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity * Check
*) For temporary load the allowable value can be increased by 33%
0.032 < 1...OK-2.23 27.77 -69.37 461.50 762.12 2520.40
0.398 < 1...OK
174.92 81.81 -69.37 461.50 762.12 2520.40 0.407 < 1...OK
176.75 0.96 -38.25 461.50 762.12 2520.40
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
M : Moment force or Mz in STAAD Pro
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and moment
so for detail connection are shall be refer to :
Detail : TYPE-B
Attachment H - Page 15 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.2.5 Beam to Column Moment Connection (C1) between El. + 16.00 and Column
Main Beam El.+16.00 MH 588
Column
To accommodate the combination of tension force and moment, the inner force of
the member shall conform the formula below- Combination of tension and moment
MH 588
M TMall Tall
Where :
M = Moment
T = Tension forceM = Allowable moment capacity
+ ≤ 1
Mall = Allowable moment capacityTall = Allowable tension capacity
H.2.5.1 Permanent Condition
From STAAD Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C Node Mx My MzBeam Fx Fy Fz
Max Fx 103 30
Min Fx 102 66
Max Fy 104 18
Min Fy 104 36
Max Fz 102 24 212.65414 63.97 -239.47 61.52 0.00 0.21
167.25
416 67.84 -245.79 0.00 0.00 0.00 217.49
40 67.94 100.72 0.01 0.00 0.00
168.09
140 16.25 40.13 -0.03 0.00 0.00 40.01
65 70.24 99.55 0.15 0.00 0.02
y
kN kN kN kNm kNm kNm
y
Min Fz 103 24
Max Mx 103 18
Min Mx 102 18
Max My 102 229
Min My 103 229
Max Mz 104 36
Min Mz 104 229
217.49
40 67 94 57 55 0 01 0 00 0 03 152 47
416 67.84 -245.79 0.00 0.00 0.00
-146.82
40 67.20 56.07 -7.05 0.00 -25.66 -146.88
40 62.47 53.75 7.06 0.00 25.73
166.91
40 62.47 96.92 6.30 0.00 -0.04 157.71
40 67.20 99.23 -6.28 0.00 0.04
414 65.70 -237.16 -61.54 0.00 -0.21 203.34
Min Mz 104 22940 67.94 57.55 0.01 0.00 0.03 -152.47
Attachment H - Page 16 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity Check
M : Moment force or Mz in STAAD Pro
#N/A #N/A#N/A #N/ANo Tension 346.99 573.02 1895.04
0.627 < 1...OK
217.49 -245.79No Tension 346.99 573.02 1895.04 0.627 < 1...OK
217.49 100.72No Tension 346.99 573.02 1895.04
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
H.2.5.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for MH 588 are shown below
L/C NodeBeam Fx Fy Fz Mx My MzL/C Node
Max Fx 115 30
Min Fx 122 311
Max Fy 115 30
Min Fy 145 36
Max Fz 109 24 204.867414 61.31 -231.974 62.004 -0.001 0.206
229.359
416 68.944 -253.666 0.003 -0.001 -0.001 271.421
65 95.622 114.918 0.148 0.002 0.014
229.359
688 -4.843 0.131 -3.182 0.001 4.762 -26.071
65 95.622 114.918 0.148 0.002 0.014
(kN) (kN) (kN) (kNm) (kNm) (kNm)
Beam Fx Fy Fz Mx My Mz
Min Fz 111 24
Max Mx 123 54
Min Mx 121 18
Max My 118 229
Min My 120 229
Max Mz 145 36 271.421416 68.944 -253.666 0.003 -0.001 -0.001
-146.808
40 66.164 55.878 -7.255 0 -26.487 -146.887
40 63.507 53.943 7.271 -0.001 26.552
163.77
40 12.746 39.668 5.667 -0.003 -0.037 32.021
115 60.379 67.443 -0.004 0.003 0.014
414 63.082 -229.659 -62.021 0.001 -0.206 195.577
Min Mz 115 23165 95.622 71.755 -0.617 0.002 0.032 -147.174
Attachment H - Page 17 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Force Allowable Capacity * Check
*) For temporary load the allowable value can be increased by 33%
0.058 < 1...OK-26.07 0.13 -4.84 461.50 762.12 2520.40
0.588 < 1...OK
271.42 -253.67No Tension 461.50 762.12 2520.40 0.588 < 1...OK
271.42 114.92No Tension 461.50 762.12 2520.40
Remarks(kN.m) (kN) (kN) (kN.m) (kN) (kN) Mall Tall
p y
M V T Mall Vall Tall M + T
M : Moment force or Mz in STAAD Pro
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and moment
so for detail connection are shall be refer to :
Detail : TYPE-B
Attachment H - Page 18 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.3 Beam to Column Pinned Connection (C2)H.3.1 Beam to Column Pinned Connection (C2) between El. +5.00 and Column
Longitudinal Beam El.+5.00
Column
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below
SH 300
MH 588
- Combination of tension and shear
V TVall Tall
With :
V = Shear force
+ ≤ 1
V = Shear force
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.3.1.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below , y
L/C Node
Max Fx 102 8
Min Fx 103 8
Max Fy 104 62 0.000141 1.645 20.358 0.001 0.000 0.000
0.000
21 -58.217 -0.215 0.002 0.000 0.000 0.000
21 43.653 -0.320 -0.004 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Min Fy 104 74
Max Fz 102 68
Min Fz 103 68
Max Mx 103 20
Min Mx 102 20
Max My 103 108
Min My 102 108
-10.498
146 2 836 0 304 0 812 0 000 0 445 10 498
146 3.482 0.304 0.809 0.000 0.435
0.000
46 -2.191 2.710 -0.001 0.000 0.000 0.000
46 -2.233 2.710 0.000 0.000 0.000
0.000
146 3.482 9.382 -1.191 0.000 0.000 0.000
146 2.836 9.382 1.188 0.000 0.000
206 1.645 -7.666 -0.001 0.000 0.000 0.000
Min My 102 108
Max Mz 102 102
Min Mz 104 107
2.690
206 1.645 -6.588 -0.001 0.000 0.003 -21.381
71 40.603 -1.436 -0.004 0.000 -0.011
146 2.836 0.304 -0.812 0.000 -0.445 -10.498
Attachment H - Page 19 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
-0.215 -58.217 138.28 165.17 0.354 < 1...OK
20.358 -58.217 138.28 165.17 0.500 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.3.1.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 125 8 0 00021 83 766 0 206 0 004 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 125 8
Min Fx 127 8
Max Fy 145 62
Min Fy 145 74
Max Fz 105 68
Min Fz 107 68
Max Mx 123 44 0.00096 0.924 2.439 -0.001 0.000 0.000
0.000
146 4.146 9.382 -1.336 0.000 0.000 0.000
146 2.433 9.382 1.333 0.000 0.000
0.000
206 0.489 -7.666 -0.001 0.000 0.000 0.000
141 0.489 20.358 0.001 0.000 0.000
0.000
21 -96.229 -0.106 0.001 0.000 0.000 0.000
21 83.766 -0.206 -0.004 0.000 0.000
Min Mx 121 44
Max My 107 108
Min My 105 108
Max Mz 113 102
Min Mz 145 107
3.414
141 0.489 0.280 0.001 0.000 0.004 -21.381
198 -46.445 1.677 0.003 0.000 -0.008
-10.498
146 2.433 0.304 -1.052 0.000 -0.586 -10.498
146 4.146 0.304 1.049 0.000 0.576
96 -0.839 2.439 -0.001 0.000 0.000 0.000
Attachment H - Page 20 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
-0.106 -96.229 183.91 219.68 0.439 < 1...OK
20.358 -96.229 183.91 219.68 0.549 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I for d > 150
Attachment H - Page 21 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.3.2 Beam to Column Pinned Connection (C2) between El. +7.00 and Column
Longitudinal Beam El.+7.00
Column
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 300
MH 588
V TVall Tall
With :
V = Shear force
T = Tension force
+ ≤ 1
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.3.2.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 102 57
Min Fx 103 9
Max Fy 102 15
Min Fy 102 27
0.000
214 -3.503 -4.556 0.001 0.000 0.000 0.000
42 -4.135 4.556 -0.001 0.000 0.000
0.000
22 -28.117 0.371 0.001 0.000 0.000 0.000
122 25.143 0.229 0.000 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fz 102 119
Min Fz 102 51
Max Mx 102 9
Min Mx 102 81
Max My 103 116
Min My 102 119
Max Mz 102 116 1 09972 18 156 0 905 0 000 0 000 0 000
0.546
117 12.231 -0.651 -0.002 0.000 -0.006 0.336
72 -27.534 -0.721 0.002 0.000 0.006
0.000
172 19.315 0.291 0.001 0.000 0.000 0.000
22 7.862 0.174 0.001 0.000 0.000
0.336
117 12.231 0.427 -0.002 0.000 0.000 0.000
220 -26.904 0.651 0.002 0.000 -0.006
Max Mz 102 116
Min Mz 102 113
1.099
42 -4.135 3.478 -0.001 0.000 -0.002 -12.051
72 18.156 -0.905 0.000 0.000 0.000
Attachment H - Page 22 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
0.371 -28.117 138.28 165.17 0.173 < 1...OK
-4.556 -4.135 138.28 165.17 0.058 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.3.2.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 125 57 0 000122 64 262 0 242 0 001 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 125 57
Min Fx 127 9
Max Fy 113 15
Min Fy 113 27
Max Fz 108 45
Min Fz 108 57
Max Mx 123 39 0.00092 2.503 4.101 -0.336 0.000 0.000
0.000
219 -9.755 -3.170 -0.399 0.000 0.000 0.000
97 -9.953 3.170 0.399 0.000 0.000
0.000
214 -1.289 -4.556 -0.251 0.000 0.000 0.000
42 -1.921 4.556 0.251 0.000 0.000
0.000
22 -65.782 0.406 0.001 0.000 0.000 0.000
122 64.262 0.242 -0.001 0.000 0.000
Min Mx 121 45
Max My 124 118
Min My 123 117
Max Mz 113 112
Min Mz 113 113
1.269
42 -1.921 3.478 0.251 0.000 0.752 -12.052
213 -26.726 0.962 -0.002 0.000 0.005
-7.103
92 2.503 3.130 -0.336 0.000 -1.009 -10.846
97 -9.091 1.882 0.336 0.000 1.008
97 4.842 2.853 0.336 0.000 0.000 0.000
Attachment H - Page 23 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
0.406 -65.782 183.91 219.68 0.302 < 1...OK
-4.556 -1.921 183.91 219.68 0.034 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I for d > 150
Attachment H - Page 24 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.3.3 Beam to Column Pinned Connection (C2) between El. +10.00 and Column
Longitudinal Beam El.+10.00
Column
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 300
MH 588
V TVall Tall
With :
V = Shear force
T = Tension force
+ ≤ 1
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.3.3.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 102 58
Min Fx 103 4
Max Fy 102 40
Min Fy 102 28
0.000
235 -1.110 -3.415 0.001 0.000 0.000 0.000
93 -1.289 3.415 -0.001 0.000 0.000
0.000
18 -31.191 0.219 -0.001 0.000 0.000 0.000
123 18.704 0.194 0.000 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fz 102 133
Min Fz 102 52
Max Mx 103 70
Min Mx 102 64
Max My 103 130
Min My 102 133
Max Mz 102 130 1 32973 12 418 0 982 0 000 0 000 0 000
1.190
118 7.830 -0.798 -0.002 0.000 -0.005 0.777
73 -24.674 -0.936 0.002 0.000 0.005
0.000
143 -1.157 3.415 0.000 0.000 0.000 0.000
148 -2.497 2.399 0.000 0.000 0.000
0.777
118 7.830 0.280 -0.002 0.000 0.000 0.000
241 -22.670 0.798 0.002 0.000 -0.005
Max Mz 102 130
Min Mz 102 131
1.329
93 -1.289 2.337 -0.001 0.000 -0.002 -8.627
73 12.418 -0.982 0.000 0.000 0.000
Attachment H - Page 25 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
0.219 -31.191 138.28 165.17 0.190 < 1...OK
-3.415 -1.289 138.28 165.17 0.033 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.3.3.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 125 58 0 000123 56 792 0 230 0 001 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 125 58
Min Fx 127 10
Max Fy 113 16
Min Fy 113 28
Max Fz 108 46
Min Fz 108 58
Max Mx 123 70 0.000148 -2.451 2.159 -0.206 0.000 0.000
0.000
240 -5.884 -2.399 -0.447 0.000 0.000 0.000
98 -5.982 2.399 0.447 0.000 0.000
0.000
235 1.632 -3.415 -0.154 0.000 0.000 0.000
43 1.121 3.415 0.154 0.000 0.000
0.000
23 -65.442 0.216 0.001 0.000 0.000 0.000
123 56.792 0.230 -0.001 0.000 0.000
Min Mx 121 64
Max My 108 132
Min My 107 131
Max Mz 113 130
Min Mz 113 127
1.477
43 1.121 2.337 0.154 0.000 0.461 -8.627
238 -27.460 1.031 -0.001 0.000 0.004
-5.579
93 3.760 2.337 -0.001 0.000 -0.670 -8.627
98 -5.982 1.321 0.001 0.000 0.672
143 -1.202 3.073 0.206 0.000 0.000 0.000
Attachment H - Page 26 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
0.216 -65.442 183.91 219.68 0.299 < 1...OK
-3.415 No Tension 183.91 219.68 0.019 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I for d > 150
Attachment H - Page 27 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.3.4 Beam to Column Pinned Connection (C2) between El. +13.00 and Column
Longitudinal Beam El.+13.00
Column
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 300
MH 588
V TVall Tall
With :
V = Shear force
T = Tension force
+ ≤ 1
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.3.4.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 102 47
Min Fx 103 11
Max Fy 102 41
Min Fy 104 77
0.006 0.000 0.000
kNm
Beam Fx Fy Fz Mx My
0.000
264 6.763 -8.891 -0.001 0.000 0.000 0.000
94 5.157 8.891
0.000
24 -36.881 0.268 -0.007 0.000 0.000 0.000
99 14.133 6.898 -0.006 0.000 0.000
Mz
kN kN kN kNm kNm
Max Fz 103 17
Min Fz 103 23
Max Mx 103 53
Min Mx 102 59
Max My 103 141
Min My 103 142
Max Mz 102 144 0 99274 9 226 0 870 0 007 0 000 0 022
-25.055
49 -4.183 5.820 -0.008 0.000 -0.024 -19.076
44 7.180 7.813 0.008 0.000 0.024
0.000
124 11.041 0.313 -0.004 0.000 0.000 0.000
119 -20.434 0.403 0.004 0.000 0.000
0.000
49 -4.183 6.898 -0.008 0.000 0.000 0.000
44 7.180 8.891 0.008 0.000 0.000
Max Mz 102 144
Min Mz 102 149
0.992
144 4.526 7.813 0.001 0.000 0.004 -25.055
74 9.226 -0.870 -0.007 0.000 -0.022
Attachment H - Page 28 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
0.268 -36.881 138.28 165.17 0.225 < 1...OK
-8.891 No Tension 138.28 165.17 0.064 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.3.4.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 125 35 0 00074 55 103 0 233 0 006 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 125 35
Min Fx 119 11
Max Fy 113 17
Min Fy 113 29
Max Fz 124 17
Min Fz 124 141
Max Mx 123 53 0.000119 -2.813 0.381 -0.002 0.000 0.000
0.000
256 7.393 -7.032 -1.412 0.000 4.236 -22.550
44 7.593 8.002 1.412 0.000 0.000
0.000
256 6.783 -8.891 -1.062 0.000 0.000 0.000
44 6.560 8.891 1.062 0.000 0.000
0.000
24 -65.696 0.274 -0.006 0.000 0.000 0.000
74 55.103 0.233 -0.006 0.000 0.000
Min Mx 121 59
Max My 124 141
Min My 123 142
Max Mz 113 144
Min Mz 113 141
1.040
44 6.560 7.813 1.062 0.000 3.186 -25.056
259 -27.470 0.886 0.003 0.000 -0.009
-22.550
49 -2.834 5.238 -1.412 0.000 -4.236 -17.168
44 7.593 7.032 1.412 0.000 4.236
124 25.500 0.300 0.002 0.000 0.000 0.000
Attachment H - Page 29 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
0.274 -65.696 183.91 219.68 0.301 < 1...OK
-8.891 No Tension 183.91 219.68 0.048 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I for d > 150
Attachment H - Page 30 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.3.5 Beam to Column Pinned Connection (C2) between El. +16.00 and Column
Longitudinal Beam El.+16.00
Column
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 300
MH 588
V TVall Tall
With :
V = Shear force
T = Tension force
+ ≤ 1
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.3.5.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 102 36
Min Fx 103 36
Max Fy 104 42
Min Fy 104 54
0.000
281 -3.403 -26.173 0.024 0.000 0.000 0.000
95 -3.405 27.298 -0.024 0.000 0.000
0.000
75 -30.743 1.229 0.027 0.001 0.000 0.000
75 47.953 1.003 0.016 0.001 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fz 102 159
Min Fz 103 159
Max Mx 104 60
Min Mx 104 54
Max My 103 159
Min My 102 159
Max Mz 104 157 0 486279 4 896 4 198 0 027 0 000 0 082
-56.221
95 4.376 18.140 -2.287 0.000 -3.891 -56.221
95 -11.044 18.140 2.242 0.000 3.757
0.000
120 -0.732 2.268 -0.015 -0.002 0.000 0.000
125 1.078 1.422 0.015 0.003 0.000
-56.221
281 -11.045 -20.488 -8.619 0.000 3.757 -56.221
281 4.381 -20.488 8.664 0.000 -3.891
Max Mz 104 157
Min Mz 104 159
0.486
95 -3.405 20.376 -0.024 0.000 -0.071 -67.386
279 -4.896 4.198 0.027 0.000 -0.082
Attachment H - Page 31 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
1.229 -30.743 138.28 165.17 0.195 < 1...OK
27.298 -30.743 138.28 165.17 0.384 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.3.5.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 125 36 0 00075 99 439 0 217 0 004 0 001 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 125 36
Min Fx 127 36
Max Fy 145 42
Min Fy 146 54
Max Fz 105 159
Min Fz 107 159
Max Mx 146 60 0.000125 -7.332 1.287 -0.003 0.004 0.000
-44.971
281 -12.619 -16.738 -9.015 0.000 3.988 -44.971
281 6.617 -16.738 9.058 0.000 -4.115
0.000
281 -9.409 -22.423 0.048 0.000 0.000 0.000
95 3.265 23.548 0.002 0.000 0.000
0.000
75 -81.221 0.642 0.029 0.001 0.000 0.000
75 99.439 0.217 0.004 0.001 0.000
Min Mx 145 54
Max My 107 159
Min My 105 159
Max Mz 151 157
Min Mz 116 155
2.271
45 9.480 20.071 0.008 0.000 0.025 -63.095
279 -18.952 4.389 0.025 0.000 -0.075
-44.971
95 6.613 14.390 -2.681 0.000 -4.115 -44.971
95 -12.617 14.390 2.639 0.000 3.988
120 -9.109 2.134 0.006 -0.002 0.000 0.000
Attachment H - Page 32 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
0.642 -81.221 183.91 219.68 0.373 < 1...OK
23.548 -81.221 183.91 219.68 0.498 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I for d > 150
Attachment H - Page 33 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4 Beam to Beam Pinned Connection (C3)H.4.1 Beam to Beam Pinned Connection (C3) between Secondary Beam El. +5.00 To El.+13.00 and
Secondary Beam El. +5.00 To El.+13.00
Longitudinal Beam El. +5.00 To El.+13.00
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below
Longitudinal Beam El. +5.00 To El.+13.00
SH 300
SH 300
- Combination of tension and shear
V TVall Tall
With : V = Shear force
+ ≤ 1
With : V = Shear force
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.4.1.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 300 are shown below , y
L/C Node
Max Fx 102 119
Min Fx 102 191
Max Fy 102 111 0.000226 0.002 7.855 -0.633 0.000 0.000
0.000
334 -0.001 -3.645 -0.195 0.000 0.781 -17.453
230 0.004 7.855 -0.637 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Min Fy 103 124
Max Fz 102 185
Min Fz 103 185
Max Mx 103 119
Min Mx 102 111
Max My 102 185
Min My 103 185
-13.858
227 0 002 2 131 1 663 0 000 0 799 13 857
227 0.002 -2.131 1.662 0.000 0.797
0.000
226 0.002 7.855 -0.633 0.000 0.000 0.000
230 0.000 7.855 0.636 0.000 0.000
-13.858
227 0.002 -2.131 -1.663 0.000 -0.799 -13.857
227 0.002 -2.131 1.662 0.000 0.797
338 0.002 -5.082 0.195 0.000 0.000 0.000
Min My 103 185
Max Mz 101 111
Min Mz 103 195
0.000
338 0.002 -3.645 0.195 0.000 -0.781 -17.453
226 0.001 6.322 0.000 0.000 0.000
227 0.002 -2.131 -1.663 0.000 -0.799 -13.857
Attachment H - Page 34 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
-3.645 -0.001 144.77 187.26 0.025 < 1...OK
7.855 -0.001 144.77 187.26 0.054 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
H.4.1.2 Temporary Condition
From STAAD Pro Result, summary of inner Force maximum for SH 300 are shown below
L/C Node
Max Fx 105 119 0 000230 0 815 7 855 0 637 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 105 119
Min Fx 105 191
Max Fy 113 111
Min Fy 115 112
Max Fz 118 183
Min Fz 120 183
Max Mx 121 117 0.000229 -0.208 6.261 -0.571 0.000 0.000
-17.453
226 0.002 -1.232 -1.667 0.000 -0.815 -17.453
226 0.002 -1.232 1.667 0.000 0.815
0.000
326 0.224 -5.082 0.198 0.000 0.000 0.000
226 0.432 7.855 -0.633 0.000 0.000
0.000
334 -0.811 -3.645 -0.195 0.000 0.781 -17.453
230 0.815 7.855 -0.637 0.000 0.000
Min Mx 123 121
Max My 118 183
Min My 120 183
Max Mz 105 111
Min Mz 115 183
0.000
326 0.224 -3.645 0.198 0.000 -0.794 -17.454
226 0.813 7.855 -0.633 0.000 0.000
-17.453
226 0.002 -1.232 -1.667 0.000 -0.815 -17.453
226 0.002 -1.232 1.667 0.000 0.815
231 0.211 6.260 0.573 0.000 0.000 0.000
Attachment H - Page 35 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
-3.645 -0.811 192.54 249.06 0.022 < 1...OK
7.855 -0.811 192.54 249.06 0.044 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I
½B
Type I
½B
Attachment H - Page 36 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4.1.3 Plate connection checking due to longitudinal force caused by thermal friction.
Top view Side view
Staad Pro Output
Fx max = 0.82 kN Mx max = 0.000 kNm
Fy max = 7.86 kN My max = 0.815 kNm
Fz max = 1.667 kN Mz max = 17.454 kNma = 8 mm LwA = 374 mm (vertical weld)
tp = 13 mm LwB = 196 mm (horizontal weld)
H.4.1.3.1. Welding Check
Case -1
0.707*a*LwA
3927.5
0.707*8*374
// 1a =Fy/2
=
= 1.86 Mpa
// 1b =Fx/4
0.707*a*LwB
203.75
0.707*8*196= 0.18 Mpa
=
// 1b
Attachment H - Page 37 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Case -2
1/4*√2 * Fz0.707*a*LwA
2a = l 2a =
589.37
0.707*8 * 374= 0.279 Mpa
=
1/8*√2 * Fz0.707*a*LwB
294.69
0.707*8 * 196= 0 266 Mpa
2b = l 2b =
=
= 0.266 Mpa
1/4*√2 * Fx0.707*a*LwA
288.15
3 = l 3 =
0.707*8*374= 0.14 Mpa
=
Attachment H - Page 38 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
M1 = Fy * e = Fy * (0.5B + 10 + lh)
= kNmm1.5*√2 *M1
0.707*a*(2*LwA+LwB)2
1874584
5040265=
883.6875
4 = l 4 =
5040265
= 0.37 Mpa
M2 = Fz * e = Fz * (0.5B + 10 + lh)
= 187.5375 kNmm
1/2*√2 * M2
0.707*a*(LwA + LwB)*( s + 1/2.a√2)
132609.04
60148.21= Mpa2.20
5 = l 5 =
=
Attachment H - Page 39 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Summary of stress
Stress (Mpa)Case// l
1
2
3
4
5
1.86 - -
- 2.20 2.20
Max 1.86 2.20 2.20
- 0.14 0.14
- 0.37 0.37
- 0.279 0.279
// l
= √ 2 + 3 (// 2 + l 2) ≤ all
= ≤ OK
H.4.1.3.2 Plate Connection Check
5.46 124.11
Allowable shear of connection plate calculated as follow:pVPall = M/Z
Where:VPall = plate allowable stress = 0.6 * Fy = MPa
M = moment due to lateral force = Fz * e
Z = modulus section = 1/6 * Hg * tg2 = mm3
tg = plate thickness = 9 mm
141
3375
Hg = plate height = 250 mm
e = eccentricity = 10 + 0.5B + lh = 150 mm
thenVPall * 1/6 * Hg * tg2 475.875
e 150Fz = =
VPall =Fz * e
1/6 * Hg * tg2
e 150
so, Fz all = 3.17 kN
Stress Ratio : OK → Fz all > Fz max0.525
Attachment H - Page 40 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4.2 Beam to Beam Pinned Connection (C3) between Secondary Beam El. +16.00 and Longitudinal Beam El. +16.00
Secondary Beam El. +16.00
Longitudinal Beam El. +16.00
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 400
SH 400
V TVall Tall
With : V = Shear force
T = Tension force
1+ ≤
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.4.2.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 400 are shown below
L/C Node
Max Fx 102 159
Min Fx 103 159
Max Fy 102 153
Min Fy 103 166
0.000
425 0.019 -41.755 -0.378 0.000 0.000 0.000
289 0.046 40.142 -0.112 0.000 0.000
0.000
292 -10.861 38.628 0.001 0.000 0.000 0.000
292 10.951 38.628 -0.004 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fz 103 240
Min Fz 102 240
Max Mx 104 161
Min Mx 102 153
Max My 102 240
Min My 103 240
Max Mz 101 153 0 003 0 000 0 000
-85.520
295 -0.159 2.669 -0.121 0.000 -0.485 -85.520
295 0.187 2.669 0.124 0.000 0.495
0 000289 0 050 39 697
0.000
289 0.046 40.142 -0.112 0.000 0.000 0.000
293 0.030 38.628 -0.004 0.000 0.000
-85.520
425 0.016 0.257 -1.002 0.000 0.495 -85.520
425 0.019 0.257 0.999 0.000 -0.485
Max Mz 101 153
Min Mz 102 240
0.003 0.000 0.000 0.000
295 0.187 2.669 0.124 0.000 0.495 -85.520
289 0.050 39.697
Attachment H - Page 41 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity CheckForce p y
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
(kN) (kN) (kN) (kN) Vall Tall
V
38.628 -10.861 216.07 360.12 0.209 < 1...OK
-41.755 No Tension 216.07 360.12 0.193 < 1...OK
T Vall Tall V + T Remarks
H.4.2.2 Temporary Condition
From STAAD Pro Result, summary of inner Force maximum for SH 400 are shown below
L/C Node
Max Fx 113 159 0 000292 14 024 31 128 0 004 0 000 0 000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fx 113 159
Min Fx 115 159
Max Fy 116 153
Min Fy 115 166
Max Fz 120 240
Min Fz 118 240
Max Mx 150 161 0.000293 -3.787 7.765 -0.004 0.000 0.000
-85.520
425 0.018 0.257 -1.021 0.000 0.573 -85.520
425 0.016 0.257 1.019 0.000 -0.563
0.000
425 3.098 -41.755 -0.378 0.000 0.000 0.000
289 2.891 40.142 0.118 0.000 0.000
0.000
292 -13.937 38.628 0.001 0.000 0.000 0.000
292 14.024 31.128 -0.004 0.000 0.000
Min Mx 123 159
Max My 118 240
Min My 120 240
Max Mz 105 153
Min Mz 116 240
0.000
295 2.731 2.669 -0.121 0.000 -0.485 -85.520
289 1.277 32.642 -0.112 0.000 0.000
-85.520
295 -0.159 2.669 -0.141 0.000 -0.563 -85.520
295 0.188 2.669 0.143 0.000 0.573
292 -13.884 7.765 0.001 0.000 0.000 0.000
Attachment H - Page 42 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity* CheckForce p y
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
38.628 -13.937 287.38 478.96 0.164 < 1...OK
-41.755 No Tension 287.38 478.96 0.145 < 1...OK
(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T Remarks
T : Tension force or Fx in (-) value in STAAD Pro
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I
½B
Type I
½B
Attachment H - Page 43 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4.2.3 Plate connection checking due to longitudinal force caused by thermal friction.
Top view Side view
Staad Pro Output
Fx max = 14.02 kN Mx max = 0.000 kNm
Fy max = 41.76 kN My max = 0.573 kNm
Fz max = 1.021 kN Mz max = 85.520 kNma = 8 mm LwA = 374 mm (vertical weld)
tp = 13 mm LwB = 196 mm (horizontal weld)
H.4.2.3.1. Welding Check
Case -1
0.707*a*LwA
20877.5
0.707*8*374
=// 1aFy/2
=
= 9.87 Mpa
=// 1bFx/4
0.707*a*LwB
3506
0.707*8*196= 3.16 Mpa
// 1b
=
Attachment H - Page 44 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Case -2
1/4*√2 * Fz0.707*a*LwA
360.98
0.707*8 * 374= 0.171 Mpa
= l 2a
=
=2a
1/8*√2 * Fz0.707*a*LwB
180.49
0 707*8 * 196
2b = l 2b =
=0.707*8 * 196
= 0.163 Mpa
1/4*√2 * Fx0.707*a*LwA
=3 = l 3
4958.23
0.707*8*374= 2.34 Mpa
=
Attachment H - Page 45 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
M1 = Fy * e = Fy * (0.5B + 10 + lh)
= kNmm1.5*√2 *M1
0.707*a*(2*LwA+LwB)2
9964770
5040265
4697.438
4 = l 4 =
=5040265
= 1.98 Mpa
M2 = Fz * e = Fz * (0.5B + 10 + lh)
= 114.8625 kNmm
1/2*√2 * M2
0.707*a*(LwA + LwB)*( s + 1/2.a√2)
81220.05
60148.21= Mpa
=5 = l 5
=
1.35
Attachment H - Page 46 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Summary of stress
Stress (Mpa)Case// l
1
2
3
4
5
2.34
- 1.98 1.98
- 1.35 1.35
9.87Max 2.34
- 0.171 0.171
- 2.34 2.34
// l
9.87 - -
= √ 2 + 3 (// 2 + l 2) ≤ all
= ≤ OK
H.4.2.3.2 Plate Connection Check
17.73 124.11
Allowable shear of connection plate calculated as follow:pVPall = M/Z
Where:VPall = plate allowable stress = 0.6 * Fy = MPa
M = moment due to lateral force = Fz * e
Z = modulus section = 1/6 * Hg * tg2 = mm3
tg = plate thickness = 9 mm
141
4725
Hg = plate height = 350 mm
e = eccentricity = 10 + 0.5B + lh = 150 mm
thenVPall * 1/6 * Hg * tg2 666.225
e 150Fz = =
VPall =Fz * e
1/6 * Hg * tg2
e 150
so, Fz all = 4.44 kN
Stress Ratio : OK → Fz all > Fz max0.230
Attachment H - Page 47 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4.3 Beam to Beam Pinned Connection (C3) between Secondary Longitudinal Beam El.+5.00 To El.+16.00 and Secondary Beam El.+5.00 To El.+16.00
Secondary Longitudinal Beam El.+5.00 To El.+16.00
Secondary Beam El.+5.00 To El.+16.00
To accommodate the combination of tension force and shear, the inner force of
the member shall conform the formula below- Combination of tension and shear
SH 400
SH 200
V TVall Tall
With : V = Shear force
T = Tension force
+ ≤ 1
T = Tension forceVall = Allowable shear capacityTall = Allowable tension capacity
H.4.3.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for SH 200 are shown below
L/C Node
Max Fx 102 229
Min Fx 103 229
Max Fy 101 235
Min Fy 101 236
0.000
431 -1.531 -0.307 0.000 0.000 0.000 0.000
431 -1.531 0.307 0.000 0.000 0.000
0.000
428 -25.625 0.307 0.000 -0.001 0.000 0.000
428 24.528 0.307 0.000 -0.001 0.000
My Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx
Max Fz 103 235
Min Fz 103 231
Max Mx 104 228
Min Mx 104 231
Max My 101 227
Min My 101 227
Max Mz 101 227 0 000427 0 865 0 307 0 000 0 000 0 000
0.000
427 -0.865 0.307 0.000 0.000 0.000 0.000
427 -0.865 0.307 0.000 0.000 0.000
0.000
429 -0.380 0.307 0.000 -0.001 0.000 0.000
434 -0.623 0.307 0.000 0.001 0.000
0.000
429 -12.311 0.307 0.000 -0.001 0.000 0.000
431 -5.599 0.307 0.000 0.000 0.000
Max Mz 101 227
Min Mz 101 227
0.000
427 -0.865 0.307 0.000 0.000 0.000 0.000
427 -0.865 0.307 0.000 0.000 0.000
Attachment H - Page 48 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
H.4.3.2 Temporary Condition
0.307 -25.625 216.07 360.12 0.073 < 1...OK
-0.307 -1.531 75.40 105.64 0.019 < 1...OK
Remarks(kN) (kN) (kN) (kN) Vall Tall
V T Vall Tall V + T
From Staad Pro Result, summary of inner Force maximum for SH 200 are shown below
L/C Node
Max Fx 125 229
Min Fx 127 229
Max Fy 105 235 0 000431 2 556 0 307 0 000 0 000 0 000
0.000
428 -40.686 0.307 0.000 -0.001 0.000 0.000
428 40.138 0.277 0.000 0.000 0.000
Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My
Max Fy 105 235
Min Fy 105 236
Max Fz 123 235
Min Fz 123 231
Max Mx 123 230
Min Mx 150 231
Max My 105 227 0.000427 -2.576 0.307 0.000 0.000 0.000
0.000
429 -0.399 0.277 0.000 -0.001 0.000 0.000
435 -10.590 0.277 0.000 0.001 0.000
0.000
429 -11.137 0.277 0.000 -0.001 0.000 0.000
431 -4.856 0.277 0.000 -0.001 0.000
0.000
431 2.556 -0.307 0.000 0.000 0.000 0.000
431 2.556 0.307 0.000 0.000 0.000
y
Min My 105 227
Max Mz 105 227
Min Mz 105 227
0.000
427 -2.576 0.307 0.000 0.000 0.000 0.000
427 -2.576 0.307 0.000 0.000 0.000
427 -2.576 0.307 0.000 0.000 0.000 0.000
Attachment H - Page 49 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*
Remarks
Force Check
V T Vall Tall V + T
*) For temporary load the allowable value can be increased by 33%
V : Shear force or Fy in STAAD Pro
T : Tension force or Fx in (-) value in STAAD Pro
-0.307 No Tension 100.28 140.50 0.003 < 1...OK
(kN) (kN)
287.38 478.96 0.086 < 1...OK
(kN) (kN) Vall Tall
0.307 -40.686
From table, the inner force has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-I
½B
Type I
Attachment H - Page 50 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.4.3.3 Plate connection checking due to longitudinal force caused by thermal friction.
Staad Pro Output
Fx max = 40.69 kN Mx max = 0.001 kNm
Fy max = 0.31 kN My max = 0.000 kNm
Fz max = 0.000 kN Mz max = 0.000 kNma = 5 mm LwA = 136 mm (vertical weld)
tp = 7 mm LwB = 73 mm (horizontal weld)tp = 7 mm LwB = 73 mm (horizontal weld)
H.4.3.3.1. Welding Check
Case -1
0.707*a*LwA// 1a =
Fy/2
153.5
0.707*5*136= 0.32 Mpa
=
0.707*a*LwB
10171.5
0.707*5*72.5= 39.69 Mpa
// 1b =
=
Fx/4
Attachment H - Page 51 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Case -2
1/4*√2 * Fz0.707*a*LwA
0.00
0.707*5 * 136= 0.000 Mpa
=
=
2a = l 2a
1/8*√2 * Fz0.707*a*LwB
0.00
0 707*5 * 72 5
l 2b =2b =
=0.707*5 * 72.5
= 0.000 Mpa
1/4*√2 * Fx0.707*a*LwA
= l 3 =3
14384.67
0.707*5*136= 29.92 Mpa
=
Attachment H - Page 52 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
M1 = Fy * e = Fy * (0.5B + 10 + lh)
= kNmm1.5*√2 *M1
0.707*a*(2*LwA+LwB)2
73265.1
419534 7
=
34.5375
4 = l 4
=419534.7
= 0.17 Mpa
M2 = Fz * e = Fz * (0.5B + 10 + lh)
= 0 kNmm
1/2*√2 * M2
0.707*a*(LwA + LwB)*( s + 1/2.a√2)
0.00
7765.19= Mpa
=
0.00
== l 55
Attachment H - Page 53 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Summary of stress
Stress (Mpa)Case// l
1
2
3
4
5 - 0.00 0.00
Max 39.69 29.92 29.92
- 0.000 0.000
// l
29.92 29.92
- 0.17 0.17
39.69 - -
-
= √ 2 + 3 (// 2 + l 2) ≤ all
= ≤ OK
H.4.1.3.2 Plate Connection Check
91.14 124.11
Allowable shear of connection plate calculated as follow:pVPall = M/Z
Where:VPall = plate allowable stress = 0.6 * Fy = MPa
M = moment due to lateral force = Fz * e
Z = modulus section = 1/6 * Hg * tg2 = mm3
tg = plate thickness = 9 mm
4725
141
Hg = plate height = 350 mm
e = eccentricity = 10 + 0.5B + lh = 150 mm
thenVPall * 1/6 * Hg * tg2 666.225
e 150
VPall =Fz * e
1/6 * Hg * tg2
Fz = =e 150
so, Fz all = 4.44 kN
Stress Ratio : OK → Fz all > Fz max0.000
Attachment H - Page 54 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.5 Horizontal Bracing Connection (C5)
H.5.1 Horizontal Bracing Connection (C5) between Horizontal Bracing El.+5.00 To El.+16.00 and
Horizontal Bracing El.+5.00 To El.+16.00
Main Beam
H.5.1.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for CT 150 are shown below
MH 588
Main Beam
CT 150
L/C Node
Max Fx 102 30
Min Fx 102 62
Max Fy 101 54
Min Fy 101 236
0.449 0.000 0.000 0.000
0.000
763 0 317 0 449 0 000 0 000 0 000 0 000
763 0.317 0.449 0.000 0.000 0.000
0.000
823 -13.574 0.449 0.000 0.000 0.000 0.000
809 16.162
My Mz
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx
Min Fy 101 236
Max Fz 101 6
Min Fz 101 6
Max Mx 101 6
Min Mx 101 6
Max My 101 6
Min My 101 6
0.000
489 6.061 0.449 0.000 0.000 0.000 0.000
489 6.061 0.449 0.000 0.000 0.000
0.000
489 6.061 0.449 0.000 0.000 0.000 0.000
489 6.061 0.449 0.000 0.000 0.000
0.000
489 6.061 0.449 0.000 0.000 0.000 0.000
489 6.061 0.449 0.000 0.000 0.000
763 0.317 -0.449 0.000 0.000 0.000 0.000
y
Max Mz 101 6
Min Mz 101 6
0.000
489 6.061 0.449 0.000 0.000 0.000 0.000
489 6.061 0.449 0.000 0.000 0.000
Attachment H - Page 55 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
T : Tension force or Fx in (-) value in STAAD Pro
Q : Compression force or Fx in (+) value in STAAD Pro
< 1...OK
16.162 287.739 0.056 < 1...OK
(kN) (kN) Tall
-13.574 287.739 0.047
T or Q Tall (or Qall) T Remarks
H.5.1.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for CT 150 are shown below
L/C Node
Max Fx 125 30 0 000809 31 071 0 404 0 000 0 000 0 000
Fz Mx My Mz
kN kN kN kNm kNm kNm
Beam Fx Fy
Max Fx 125 30
Min Fx 123 236
Max Fy 105 54
Min Fy 105 236
Max Fz 105 6
Min Fz 105 6
Max Mx 105 6 0.000489 -4.240 0.449 0.000 0.000 0.000
0.000
489 -4.240 0.449 0.000 0.000 0.000 0.000
489 -4.240 0.449 0.000 0.000 0.000
0.000
763 2.188 -0.449 0.000 0.000 0.000 0.000
763 2.188 0.449 0.000 0.000 0.000
0.000
764 -26.012 0.404 0.000 0.000 0.000 0.000
809 31.071 0.404 0.000 0.000 0.000
Min Mx 105 6
Max My 105 6
Min My 105 6
Max Mz 105 6
Min Mz 105 6
0.000
489 -4.240 0.449 0.000 0.000 0.000 0.000
489 -4.240 0.449 0.000 0.000 0.000
0.000
489 -4.240 0.449 0.000 0.000 0.000 0.000
489 -4.240 0.449 0.000 0.000 0.000
489 -4.240 0.449 0.000 0.000 0.000 0.000
Attachment H - Page 56 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable Capacity*Force Checkp y
*) For temporary load the allowable value can be increased by 33%
T : Tension force or Fx in (-) value in STAAD Pro
< 1...OK
31.071 382.693 0.081 < 1...OK
(kN) (kN) Tall
-26.012 382.693 0.068
T or Q Tall (or Qall) T Remarks
Q : Compression force or Fx in (+) value in STAAD Pro
Detail : Angle Brace
Attachment H - Page 57 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.6 Vertical Bracing Connection (C4)H.6.1 Vertical Bracing Connection (C4) between Vertical Bracing Trasverse Dir. El.+0.00 to
Vertical Bracing Trasverse Dir. El.+0.00 to EL.+16.00
Column
H.6.1.1 Permanent Condition
From Staad Pro Result, summary of inner Force maximum for CT 200 are shown below
CT 200
MH 588
EL.+16.00 and Column
L/C Node
Max Fx 103 7
Min Fx 103 98
Max Fy 101 1
Min Fy 101 1
0.000
501 9 443 0 000 0 481 0 000 0 000 0 000
501 9.443 0.000 0.481 0.000 0.000
0.000
508 72.389 0.000 0.481 0.000 0.000 0.000
507 81.449 0.000 0.481 0.000 0.000
kN kN kN kNm kNm kNm
Beam Fx Fy Fz Mx My Mz
Min Fy 101 1
Max Fz 101 105
Min Fz 101 49
Max Mx 101 1
Min Mx 101 1
Max My 101 1
Min My 101 1
0.000
501 9.443 0.000 0.481 0.000 0.000 0.000
501 9.443 0.000 0.481 0.000 0.000
0.000
501 9.443 0.000 0.481 0.000 0.000 0.000
501 9.443 0.000 0.481 0.000 0.000
0.000
703 5.658 0.000 0.481 0.000 0.000 0.000
703 4.153 0.000 0.481 0.000 0.000
501 9.443 0.000 0.481 0.000 0.000 0.000
y
Max Mz 101 1
Min Mz 101 1
0.000
501 9.443 0.000 0.481 0.000 0.000 0.000
501 9.443 0.000 0.481 0.000 0.000
Attachment H - Page 58 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
T : Tension force or Fx in (-) value in STAAD Pro
Q : Compression force or Fx in (+) value in STAAD Pro
No Tension
81.449 496.491 0.164 <1…OK
(kN) (kN) Tall
No tension 496.491 No Tension
T or Q Tall (or Qall) T Remarks
H.6.1.2 Temporary Condition
From Staad Pro Result, summary of inner Force maximum for CT 200 are shown below
L/C Node
Max Fx 127 7 0 000507 154 996 0 000 0 481 0 000 0 000
Fz Mx My Mz
kN kN kN kNm kNm kNm
Beam Fx Fy
Max Fx 127 7
Min Fx 127 98
Max Fy 106 105
Min Fy 105 105
Max Fz 105 105
Min Fz 105 49
Max Mx 105 1 0.000501 37.373 0.226 0.481 0.000 0.000
0.000
703 46.132 0.226 0.481 0.000 0.000 0.000
703 47.638 0.228 0.481 0.000 0.000
0.000
703 47.638 0.228 0.481 0.000 0.000 0.000
703 48.737 0.228 0.481 0.000 0.000
0.000
508 146.195 0.000 0.481 0.000 0.000 0.000
507 154.996 0.000 0.481 0.000 0.000
Min Mx 105 1
Max My 105 1
Min My 105 1
Max Mz 105 1
Min Mz 105 1
0.000
501 37.373 0.226 0.481 0.000 0.000 0.000
501 37.373 0.226 0.481 0.000 0.000
0.000
501 37.373 0.226 0.481 0.000 0.000 0.000
501 37.373 0.226 0.481 0.000 0.000
501 37.373 0.226 0.481 0.000 0.000 0.000
Attachment H - Page 59 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check
Allowable CapacityForce Checkp y
*) For temporary load the allowable value can be increased by 33%
T : Tension force or Fx in (-) value in STAAD Pro
No Tension
154.996 660.334 0.235 <1…OK
(kN) (kN) Tall
No tension 660.334 No Tension
T or Q Tall (or Qall) T Remarks
Q : Compression force or Fx in (+) value in STAAD Pro
Detail : Angle-Brace
Attachment H - Page 60 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
H.7 Base Plate Pinned Connection
H.7.1 Column
Column
- Combination of tension and shear
V TT
To accommodate the combination of tension force and shear, the support reaction shall conform the formula below
+ ≤ 1
MH 588
Vall Tall
With : V = Shear force (Fx and Fz in Staad Pro)
T = Tension force (Fy in (-) value in Staad Pro)Vall = Allowable shear capacity
Tall = Allowable tension capacity
≤ 1
Fig. H.7.1.1 Node Number of SR-02 (PR-18)
55
85
19 917
25
31
491
43
13 73
7967
6137
H.7.1.1 Permanent Condition
My Mz
kN kN kN kNm kNm kNmNode L/C
Fx Fy Fz Mx
g ( )
From Staad Pro Result, summary of Support Reaction maximum for permanent condition are shown below
Max Fx
Min Fx
Max Fy
Min Fy
Max Fz
Min Fz
0.000 0.000
19 102 15 711 552 396 39 585 0 000 0 000 0 000
7 103 14.063 442.410 43.279 0.000
0.000 0.000
91 103 10.938 131.759 27.963 0.000 0.000 0.000
19 102 -15.711 552.396 -39.585 0.000
0.000 0.000
7 102 -18.865 270.826 -35.067 0.000 0.000 0.000
1 103 18.388 388.652 30.074 0.000
Node L/C Fx kN Fy kN Fz kN Mx kN-m My kN-m Mz kN-m
Min Fz
Max Mx
Min Mx
Max My
Min My
Min Mz 0.000 0.0001 101 1.580 263.000 4.288 0.000
0.000 0.000
1 101 1.580 263.000 4.288 0.000 0.000 0.000
1 101 1.580 263.000 4.288 0.000
0.000 0.000
1 101 1.580 263.000 4.288 0.000 0.000 0.000
1 101 1.580 263.000 4.288 0.000
19 102 -15.711 552.396 -39.585 0.000 0.000 0.000
Attachment H - Page 61 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check:
Axial Force (Fy) = kN < Axial (Call) = kN ,OK552.396 1227.847( y) ( ) ,
Tension Force (Fy) = kN < Tension (Tall) = kN ,OK
Shear Force (Fx) = kN < Shear (Vall) = kN ,OK
Shear Force (Fz) = kN < Shear (Vall) = kN ,OK
0.127 <1, OK V + T
=43.279
+0.000
=
<1, OK Vall Tall 341.600 537.106
43.279 341.600
18.865 341.600
V + T =
18.865+
0.000= 0.055
0.000 537.106
H.7.1.2 Temporary Condition
kN kN kNm kNm kNm
From Staad Pro Result, summary of Support Reaction maximum for temporary condition are shown below
Node L/CFx Fy Fz Mx My Mz
kN
0.127 1, OK Vall Tall 341.600 537.106
Max Fx
Min Fx
Max Fy
Min Fy
Max Fz
Min Fz 0.000 0.00019 125 -14.898 651.193 -79.832 0.000
0.000 0.000
7 127 13.593 577.797 82.851 0.000 0.000 0.000
67 123 55.406 -131.939 44.195 0.000
0.000
19 113 -58.882 728.452 -51.024 0.000 0.000 0.000
0.000 0.000 0.000
7 121 -76.903 362.517 -46.575 0.000 0.000
kN kN kNm kNm kNm
1 123 76.455 468.782 12.069
kN
Max Mx
Min Mx
Max My
Min My
Max Mz
Min Mz 0.000 0.0001 105 -29.346 111.918 -20.947 0.000
0.000 0.000
1 105 -29.346 111.918 -20.947 0.000 0.000 0.000
1 105 -29.346 111.918 -20.947 0.000
0.000 0.000
1 105 -29.346 111.918 -20.947 0.000 0.000 0.000
1 105 -29.346 111.918 -20.947 0.000
1 105 -29.346 111.918 -20.947 0.000 0.000 0.000
Attachment H - Page 62 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
# 10REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
Capacity Check:
Axial Force (Fy) = kN < Axial (Call) = kN ,OK728.452 1633.037( y) ( ) ,
Tension Force (Fy) = kN < Tension (Tall) = kN ,OK
Shear Force (Fx) = kN < Shear (Vall) = kN ,OK
Shear Force (Fz) = kN < Shear (Vall) = kN ,OK
0.367 <1, OK V + T
=82.851
+-131.939
=
<1, OK Vall Tall 454.328 714.352
82.851 454.328
76.903 454.328
V + T =
76.903+
-131.939= 0.354
-131.939 714.352
*) For temporary load the allowable value can be increased by 33%
From table, the support reaction has been conform to the allowable combination of tension and shear
so for detail connection are shall be refer to :
Detail : TYPE-C
0.367 1, OK Vall Tall 454.328 714.352
Attachment H - Page 63 of 63
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
C
ANCHOR BOLT CAPACITY
ATTACHMENT I
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
Attachment I - Page 1 of 1
I. ANCHOR BOLT CAPACITY
SENORO GAS DEVELOPMENT PROJECT DATE. 23-Jun-13
Attachment I - Page 1 of 1
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
C
FOUNDATION DESIGN
ATTACHMENT J
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
J. FOUNDATION DESIGN
J.1 Typical Plan of Foundation Design
Row AA-HA
Pedestal and Pilecapto be used for column
Flange = m
W b
H588x300x12
0 3
0.588
Web = mPedestal Width (BP) = m
Pedestal Length (LP) = m
Pilecap Height (HF) = m
Pilecap Length (LF) = m
Pilecap Width (BF) = m
Pedestal Height (HP) = m
Ground Height (HG) = m0 35
0.65
2.70
0.3
2.70
0.68
0.74
0.50
Ground Height (HG) m
Concrete Cover = mPile Dia. (DP) = m
Pile Length (LP) = m
Pile to pile distance (SZ) = m
n PCD1 = ea
0.35
18.00
0.0750.30
0.90
4.00
J.1.1.1 Pile Arrangementg
Row AA-HA
Use Pile : Diameter = mm
Length = 18 m
Total nos = 4 ea
Qtens. Qlat.
Load Condition
Pile ZonePile
DiameterPile
Length (m)
300
Allowable Capacity (kN)Qcomp.
Temporary 4 0.3
355.80 175.00 39.00180.34Permanent
18 475.00 233.30 39.00
Attachment J - Page 1 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
J.1.1.2 Pile Additional Load c = kN/m3
so = kN/m3
Weight of column pedestal :Ppedes = (BP * LP)* HP * c
(0 68 * 0 74)*0 65 * 23 536
23.54
16.50
= (0.68 * 0.74)*0.65 * 23.536
= kN (assigned as point load (CP) to foundation)
Weight of pilecap :Pcap = (BF * LF)* HF * c
= (2.7 * 2.7)*0.5 * 23.536
= kN (assigned as point load (PC) to foundation)85.789
7.698
Weight of soil above foundation:Psoil = ((LF * BF)-(BP * LP))* HG * so
= ((2.7 * 2.7)-(0.68 * 0.74))*0.35 * 16.5
= kN (assigned as point load (S) to foundation)
J 1 2 Maximum Support Reaction Data
39.194
J.1.2 Maximum Support Reaction Data
J.1.2.1 Permanent Condition
Attachment J - Page 2 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
J.1.2.2 Temporary Condition
J.1.3 Piling Design
Pile Capacity Check:Pile Capacity Check:
value)(-)in Fv(for Qtensn
Fy Fv 2)
value))(in Fv(for Qcomp n
Fy Fv 1)
Where:
Fy = Axial support reaction (output STAAD Pro)
Fx = Lateral support reaction in X direction (output STAAD Pro)
Qlat n
FzFx Fh 3)
22
Fz = Lateral support reaction in Z direction (output STAAD Pro)
Fh = Lateral reaction of pile
Fv = Axial reaction of pile ((+) for compression, and (-) for tension)
Attachment J - Page 3 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
Attachment J - Page 4 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
Attachment J - Page 5 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
J.1.4 Concrete Reinforcement Design
J.1.4.1 Pilecap Reinforcement Design
Pilecap Flexural Reinforcement :
R2 = 572.22 kN
R1 = 333.90 kN
M 1 0 2 kNM 1 0 2 kN
Rect 0.50x2.70Rect 0.50x2.70
= kN.m
Pilecap effective thickness = d = m
= mm401 00
Mu = 1.2 Mmax
0.401
180.306
Rect 0.50x2.7021.506 kNm
-107.244 kNm
Max: 150.255 kNm
Rect 0.50x2.700 kNm
75.128 kNm
Max: 150.255 kNm
= mmRu = Mu / ( * BF * d2)
= MPa
m = fy / ( 0.85 * fc' )
=
= (1/m) * (1 - (1 - 2m Ru/fy)0.5)
=
balanced = i * 0.85 fc' * 600
401.00
0.119%
13.109
0.461
balanced i 0.85 fc 600
fy 600 + fy
=
max = 0.75 balanced
=
min = 1.4/fy = ( min = 1.4/fy if 1.33 x required > 1.4/fy)
min = ( min = 0.18% if 1.33 x required < 1.4/fy)
used = < 2.95%……...OK0.18%
2.95%
3.93%
0.18%
0.35%
As req = * BF * d
= mm2
Diameter of reinf. bars = mm
As = mm2
No.of bars = As req / As
= easpacing = BF / no. of wire
1948.86
16.00
9.70
201.06
= m
= mm mm
Use D16 - 250 for top & bottom flexural reinforcement
250
0.310
310.34
Attachment J - Page 6 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
Pilecap Shear Reinforcement:
One Way Shear Check
LF = m
BF = m
LP = m
B = m
2.70
2.70
0.74
0 68BP = m
d = m
0.68
0.401
Rect 0.50x2.70
572.220 kN 572.220 kNMax: 572.220 kN
Rect 0.50x2.70
-333.900 kN -333.900 kNMax: -333.900 kN
Pu = 1.2 Pmax
Pu = kN AF = BF * LF
=
= m2
PuAF
=
7.29
2.7 * 2.7
q
906.12
F
= kN/m2
A = BF * (LF - (0.5 (LF + LP) + d)) (tributary area)
= 2.7 * (2.7 - (0.5 (2.7 + 0.74) + 0.401))
= m2
Vu = q * A
=906.12
7.29
124.30
1.563
q
= kNøVc = ø 2*(f'c)^0.5 * BF * d
= (0.85 * 2 * (35)^0.5 * 2700 * 401)/1000
= kN
Vu < øVc, no need shear reinforcement10889.08
194.312
Attachment J - Page 7 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
Two way shear check
Punching shear critical area:BP + d = m < BF = m, width used: m
LP + d = m < LF = m, length used: m
A = (BF * LF)-(BF * (LP+d)) (tributary area)
= m26 057
1.081
1.141
1.081
1.141
2.700
2.700
= m
q = kN/m2
Vu = q * A
= kN
Shear Capacity:ratio of long side to short side of load (c) = LP/BP =
6.057
752.810
124.296
1.09ratio of long side to short side of load (c) LP/BP
constant, (20 for corner, 30 for edge, 40 for interior column) (s) =
Effective depth of footing (d) = mmLength of punching shear critical area (bo) = 2*(min(LF,(Lp+d))+min(BF,(Bp+d)))
= mm
Vc shall be the smallest of :
1.09
40.00
401.00
4,444.00
4.965 kN/md/12*bo*fc')
βc
4(2Vc
Vc = ( 2 + 4 / 1.09) * 35^0.5 * 4444 * 401/ 12
= kN
Vc = (2+40*401/4444)* 35^0.5*4444*401/12
4,986.42
βc
d/12*bo*fc')bo
d*αs(2Vc
( )
= kNVc = 4*f'c^0.5*bo*d/12
= 4 * 35^0.5 * 4444 * 401 /12
= kN
Vc used : kN
4,928.16
3,514.24
3,514.24
øVc = ø x Vc
= 0.75 x 3514.24
= kN Vu = kN
Vu < øVc, no need shear reinforcement2,635.68 752.81
Attachment J - Page 8 of 9
DATE. 23 Juni 2013
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
SENORO GAS DEVELOPMENT PROJECT
J.1.4.2 Pedestal Reinforcement
740 mm
mm
Pedestal area = mm2
As Min (0.5% A bruto) = mm2
Total area reinforcement needed = mm2
d reinforcement = mm
2516
16
680
2516
503200
d reinforcement = mm
A reinforcement = mm2
n reinforcement needed = = 14 nos
Use 14 D16 for vertical reinforcement and
D10 -100 for stirrups
J 1 4 3 MAXIMUM CRACK WIDTH ON TENSION AREA OF PILECAP
16
201.06
12.514
J.1.4.3 MAXIMUM CRACK WIDTH ON TENSION AREA OF PILECAP
Row AA-HA
(Ref.1 Sect. 8.8)
where
w = crack width (mm)
Maximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follows:
361011.1 Adcfsw
= height factor (1.2 for beam, 1.35 for slab) =
fs = reinforcement calculated stress at service load (MPa),
shall be 0.6 fy for maximum crack = MPa
dc = thickness of concrete cover (mm) = mm
ds = cover concrete + 1/2 diameter of rebar = mm
A = effective tension area divided by number of rebar.
= Ae/N
ff f
83.0
1.35
234
75
Ae = effective tension area of concrete around the rebar layment.
= b * 2 * ds = mm2
N = 1000/s+1 = 1000/250 + 1 = nos
A = Ae/N = 166000/5 = mm2
166,000
5
33,200
dd
b
so:
w = 1.11e-6 * 1.35 * 234 * (75 * 33200)^(1/3)
= mm < 0.33 mm ……….. OK0.0475
dsds
Attachment J - Page 9 of 9
SNO-S-CC-05-010
REV. B
STEEL & FOUNDATION MATERIAL TAKE OFF (MTO)
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
ATTACHMENT K
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No.
CALCULATION OF PIPE RACK STRUCTURE # 10
Doc. No. SNO-S-CC-05-010
REV. B
K. Pipe Rack PR-10 Steel & Foundation Material Take Off
K.1. Steel Material Take Off
L th W i ht
SENORO GAS DEVELOPMENT PROJECT DATE. 23 Juni 2013
SH 400 140.00 89.662 8.966SH 200 309.85 63.482 6.348CT 150 520 00 93 474 9 347
MH 588 571.20 821.420 82.142SH 300 670.00 240.772 24.077
ProfilesLength Weight
m kN Ton
K.2. Foundation Material Take Off
Pipe Rack : PR-10
TOTAL 1421.104 142.110
CT 150 520.00 93.474 9.347CT 200 350.55 112.294 11.229
p
Tag Number : PR-10 row AA-HA
Number of Row : wider row = lines
shorter row = lines
Concrete Work
2
8
Calculation Unit Volume (per foundation and/or per pedestal)
Pile Cap
Length : m
Width : m
Height : m x thick of lean concrete = m
Volume per foundation : m3 volume lean concrete = m3
Rebar X : D 16 - 250
2.7
2.7
0.5 0.050
3.645 0.365
Rebar X : D 16 -
Rebar Y : D 16 -
Number of rebar : 12 ; Length = 6.61 m ; weight = kg
: 12 ; Length = 6.61 m ; weight = kg
250
250
125.156
125.156
Pedestal
Length : m0 74Length : m
Width : m
Height : m x thick of lean concrete = m
Volume per foundation : m3 volume lean concrete = m3
Rebar : 14 - D 16
Stirrups : 10 - 100
Number of rebar : 14 ; Length = 1.15 m ; weight = kg
0.65 0
0.327 0
25.411
0.74
0.68
; g ; g g
: 8 ; Length = 2.56 m ; weight = kg
Total concrete and Lean concrete is tabulated as following :
Unit UnitNo Description
Unit Volume Unit Number Total Volume (m3)
Fc' 28 Fc' 17.5 number Fc' 28 Fc' 17.5
12.627
1 Footing
Type-1 m3 nos
2 Pedestal
Type-1 m3 nos
64 m3
63.553 5.832
Total concrete Fc' 28 MPa for foundation of PR-10 row AA-HA =
3.645 0.365 16 58.320 5.832
0.327 0.000 16 5.233 0.000
64 m3
6 m3
Reinforcement Concrete
Total rebar is tabulated as following :
Total concrete Fc 28 MPa for foundation of PR-10 row AA-HA =
Total Lean concrete Fc' 17.5 MPa for foundation of PR-10 row AA-HA =
No DescriptionUnit Volume Unit Number Total Weight
Unit
1 Footing
Type-1 nos
2 Pedestal
Type-1 nos38.038 kg 16 608.606
4613.590
Unit number (kg)
250.311 kg 16 4004.984
No Descriptiong
Volume
Total Rebar for foundation of PR-10 row AA-HA = Ton
Ratio used rebar = rebar/concrete = kg/m3
m3m3
72.087
Total concrete Fc' 28 MPa for foundation of PR-10 = 64.000Total Lean concrete Fc' 17.5 MPa for foundation of PR-10 = 6.000
4.614
m3Total Rebar for foundation of PR-08 = Ton
Total Lean concrete Fc 17.5 MPa for foundation of PR-10 = 6.0004.614
PC PileRow AA-HADiameter : mPile length : m
: eaPoint nos
Total length : m
Site PreparationV l f ti i t b l t d f ll i
0.318
Number pile per pile cap 416
1152
Volume of excavation is tabulated as following:
Vol(m3) unit
1 FootingType -1 11.686 nos
Width Unit number
186.9791.000 3.000 3.000 16.000 186.979
Total Volume(m) (m) (m) number (m3)No Description
Depth Length
Excavation : m3Back fill : m3Soil Disposal : m3
MiscellaneousRow AA-PA
186.979128.659
58.320
Row AA-PAAnchor bolt dia. : inType of anchor :
:Number of anchor
128 nos
1 1/4Type 1 - H