RTM Engineering Calculations Client Getrich Development Use in correspondences Project Deepdown Sands 234 010455 Location Up in the North Dept Job Reference Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0 Page 1 of 42 RTM 2.0 “CALCULATIONS ”: INDEX ITEM DESCRIPTION SHEET TAB 2.0 INDEX 1 2.1 DESCRIPTION OF CONSTRUCTION 2 2.2 STRUCTURAL MODEL 3 2.3 LOADING 4 2.4 PAVING LOADS 5 2.5 SUPPORT STIFFNESS 6 2.6 THE PIPERACK 7 2.7 THE AIRCOOLERS 10 2.8 STEELWORK SUPPORT STRUCTURES 14 2.9 WIND LOADING 17 2.10 LOAD CASE SUMMARY 21 2.11 PILE LOAD SUMMARY 22 2.12 SUPPORT REACTIONS - STAAD ANALYSIS 25
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RTM Engineering Calculations RTM · · 2010-07-031999-10-08 · In STAAD III input file, refer to Load 3 Piperack Loads Load 4 Piperack Walkway Load 5 Anchorage Loads ... Subject
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RTM Engineering
Calculations Client Getrich Development Use in correspondences
Project Deepdown Sands 234 010455
Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
Page 1 of 42
RTM
2.0 “CALCULATIONS ”: INDEX
ITEM
DESCRIPTION SHEET TAB
2.0 INDEX 1
2.1 DESCRIPTION OF CONSTRUCTION 2
2.2 STRUCTURAL MODEL 3
2.3 LOADING 4
2.4 PAVING LOADS 5
2.5 SUPPORT STIFFNESS 6
2.6 THE PIPERACK 7
2.7 THE AIRCOOLERS 10
2.8 STEELWORK SUPPORT STRUCTURES 14
2.9 WIND LOADING 17
2.10 LOAD CASE SUMMARY 21
2.11 PILE LOAD SUMMARY 22
2.12 SUPPORT REACTIONS - STAAD ANALYSIS 25
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2.1 DESCRIPTION OF CONSTRUCTION
The piperack: 10 m span RC piperack structure, 15 bays at 6 m c/c orientated E/W. RC frames connected longitudinally, TOC EL +105.750 and +111.500. TOS EL +108.250 and +103.250 RC column supported on a pile cap, modelled as a spring support. Pile caps are connected by a foundation slab of 3.0 m wide The pipe layers: EL.s + 104.500, + 107.500 and + 110.250. Intermediate steel is provided in tranverse direction to similar levels
Steelwork Support Structure A
E
1471
Steelwork Support Structure C
Steelwork Support Structure B
N 4571
N 4561
N 4576
N
4554
Safety Valve Platform
E
1561
Shading indicate Platforms
Bold Lines refer to RC sections
y x
z
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2.2 STRUCTURAL MODEL
Section on E.1495.0
Section on E.1471.0 With typical sections
Section on E.1501.0 Section on E.1477.0
Section on E.1507.0 Section on E.1483.0
Section on E.1513.0 Section on E.1489.0
Section on
N.4576.0
E.
1471
HPP EL +100.000
TOS EL +124.090 TOS EL +120.340 TOS EL +113.570 TOS EL +108.250
TOS EL +104.500
TOS EL +103.250
TOS EL +120.475
TOS EL +116.975
TOS EL +111.125
TOS EL +108.250
TOS EL +110.400
E.
1555
SLIDING CONNECTION
Section on N.4571.0
E.
1561 E.
1471
TOS EL +120.340
TOC EL +111.500
TOS EL +108.250
TOC EL +105.750
TOS EL +103.250
TOC EL +114.000
TOS EL +131.500 TOS EL +129.750
TOS EL +124.350
TOS EL +118.800
Section on N.4561.0
E.
1471
Concrete components Columns 700 x 700 Transverse beams 700W x 900 dp Longitudinal beams 500W x 700 dp
Section on E.1531.0 Section on E.1537.0 Section on E.1543.0 Section on E.1549.0
SLIDING CONNECTION
Section on N.4556.0
E.
1471
Intermediate Sections not
shown fabricated from HE300A
HE240A (typ)
HE240A (typ)
900dp x 700W
900dp x 700W
HE400A
700 x
700
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LOADING
2.3.1 Pipe Loads UDL Piping loads Empty Operation Test Transverse TOC EL +104.500 1.5 kN/m² 3.0 kN/m² 3.0 kN/m² TOS EL +107.500 1.5 kN/m² 3.0 kN/m² 3.0 kN/m² TOS EL +110.500 1.5 kN/m² 3.0 kN/m² 3.0 kN/m² Longitudinal TOC EL +103.250 0.75 kN/m² 1.5 kN/m² 1.5 kN/m² TOS EL +105.750 0.75 kN/m² 1.5 kN/m² 1.5 kN/m² TOC EL +108.250 0.75 kN/m² 1.5 kN/m² 1.5 kN/m² TOC EL +111.500 0.75 kN/m² 1.5 kN/m² 1.5 kN/m² Anchorage Loads (5% Operation Pipe Load) TOC EL +104.500 - 0.15 kN/m² - TOS EL +107.500 - 0.15 kN/m² - TOS EL +110.500 - 0.15 kN/m² - Friction Loads (5% of Operation Pipe loads; Not transferred to foundation) Not applied for derivation of Piling Loads Walkway at TOC EL +114.000, E. 1513.0 to E.1525.0 Dead load 1.0 kN/m² 1.0 kN/m² 1.0 kN/m² Imposed load - 4.0 kN/m² 4.0 kN/m² 2.3.2 The Aircoolers Selfweight 10.0 kN/m² 10.0 kN/m² 10.0 kN/m² Operating load 2.0 kN/m² Horizontal load 2.0 kN/m Perimeter Access Walkway Dead load 1.0 kN/m² 1.0 kN/m² 1.0 kN/m² Imposed load - 2.5 kN/m² 2.5 kN/m² 2.3.3 The Steel Support Structures UDL Pipe loads as 2.6 Point Loads (PL) Pipe loads as per Moerdijk Project Walkway loads as per 2.3.1. Safety Valve Platform TOS EL +131.500 Steelwork Support Structure A TOS EL +103.060 Steelwork Support Structure B TOS EL +120.340 Steelwork Support Structure C TOS EL +104.100 2.3.4 Equipment No equipment in the piperack or steel structures. 2.3.5 Wind Loads
In accordance with DEP 34.00.01.30 Gen. Section 4 of the Appendix, a 10-second gust period is used for all structures (V
10 = 18 m/s). Refer to section.
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2.4 PAVING LOADS Included only for the piperack foundations. Steel column loads are applied in paving design. Average Paving thickness assumed 300 mm. Generally paving load is assumed for an area 3 m by 6 m onto each column. Paving Live Load taken to be 10 kN/m
Dimensions and loading as for Longitudinal beams at TOS EL +111.250
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Plan on Pipe Layer TOS EL +107.000 (Loading similar to TOS EL +110.250)
Steel to main frame (typ) Intermediate Steel (typ)
Plan on Longitudinal beams at TOS EL +105.750 Dimensions and loading as for Longitudinal beams at TOS EL +111.250
Plan on Pipe Layer TOS EL +104.500 (Loading similar to TOS EL +110.250)
Concrete beams to main frame (typ)
Intermediate Steel (typ)
Plan on Longitudinal beams at TOS EL +103.250 Dimensions and loading as for Longitudinal beams at TOS EL +111.250
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2.7 THE AIRCOOLERS Equipment E-10172 Operation/Test Load on columns (including perimeter walkway) Point loads, F
y 12.0 x 1.5 x 5 + 3.5 x 1.2 x (5 + 3 +1.5) =130 kN
Equipment E-10174 Point loads, F
y 12.0 x 3 x 3 + 3.5 x 1.2 x ( 6 +1.5 x 2) =146 kN
(take 80% for Dead load only) Operation only on corner columns
Point loads, Fx 2 x 2 x 6 /2 = 12 kN
In STAAD III input file, refer to Load Case 6 Aircooler Loads
Plan view on Aircooler
Walkway around coolers
10 m
3 6 m
E. 1516
N.
4561
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2.8 STEELWORK SUPPORT STRUCTURES 2.8.1 Safety Valve Platform
At TOS EL +131.500 Platform Loads. See Table 2. Imposed as a series of point loads on main beams. No deductions for penetrations On N. 4561, Stair loads on columns at E. 1531 and E.1537. Refer to Table 3. Point loads comprising stair loads and landings applied to columns.
HE
280A
HE300A
HE240A
HE240A
HE220A (typ)
HE
280A
376 414
Plan on TOS EL +131.500
356
74 100
250
150
300 350
200
373
374
411
412
60
Plan on TOS EL +129.750
Operation F
v = 28 kN F
h =0.3 F
v
Test F
v = 47 kN (90 kN N4571.0)
TOS EL +131.500 TOS EL +129.750 TOS EL +124.350 TOS EL +118.800 Stairs on N.4571 Access Walkway on N. 4571 TOC EL +111.550
Section on N.4561 and N.4571 All bracing L120x120x12 UNO All beams HE180A UNO
HE
280A
HE
280A
HE
280A
HE
280A
HE280A HE280A HE220A
HE280A
HE320A
0n N.4571.0
L90x90x9
E
1549 E
1531
E 1531
E 1549
y
z
x
z
100 250
Section on E.1543 All bracing HE200A UNO
HE260A
HE500A
HE240A
HE240A
HE240A
Braces HE260A
356 74
HE260A
HE300A
Braces HE220A
HE200A
HE200A
HE200A
Section on E.1549
All bracing HE200A UNO
42
376
150 300
Section on E.1537
HE200A
HE240A
HE500A
HE260A
Braces
HE260A
Braces HE200A
Braces HE240A
350 200
HE260A
HE
280A
HE300A
HE200A
HE240A
Section on E.1531
All bracing HE200A UNO
Braces
HE220A
TOS EL +131.500 TOS EL +129.750 TOS EL +124.350 TOS EL +118.800 TOC EL +111.550
N 4571
N 4561
y
x
376
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On N.4571, Ladder Access loads principally on column at E.1549. Point loads of 10 kN at three levels, applied to column. Pipe Support node numbers are given in sketch. Refer also to Table 4.
Width
UDL
Location m KN/m
E1528.5 0.75 3.8 E1531.0 3.75 18.8
E1537.0 6.00 30 E1543.0 6.00 30 E1549.0 4.05 20.3
E1543.0 1.05 5.3
Table 2: Platform at TOS EL +131.500 Note: Imposed load = 4 kN/m
2
Provide 1 kN/m2 to allow for grating and beams selfweight not included in analysis
TOS EL E.1531 E.1537
+131.500 3.5 x 1.15 x 1.0 4.0
5.0 x 2.55 x 0.75 9.6
13.6
+127.250 3.5 x 2.1 x 1.4 10.3 3.5 x 1.38 x 0.75 3.6
5.0 x 2.55 x 0.75 9.6 5.0 x 1.74 x 0.75 6.5
30.0
+124.350 3.5 x 2.30 x 1.14 9.2 5.0 x 1.74 x 0.75 6.5
5.0 x 1.74 x 0.75 6.5
22.2
+121.450 3.5 x 2.30 x 1.38 11.1 5.0 x 1.74 x 0.75 6.5
5.0 x 1.74 x 0.75 6.5
24.1
+118.800 3.5 x 2.25 x 1.05 8.3 3.5 x 3.0 x 0.65 6.8 3.5 x 1.35 x 1.75 8.3 3.5 x 1.35 x 1.44 6.8 3.5 x 3.0 x 0.65 6.8 3.5 x 1.14 x 1.15 4.6
23.4 5.0 x 0.55 x 0.75 2.1
5.0 x 1.74 x 0.75 6.5
26.8
+117.880 2.1 x 0.54 1.1 2.1 x 0.46 1.0 3.5 x 0.75 x 3.25 x 0.54 4.6 3.5 x 0.75 x 3.25 x 0.46 3.9
5.7 4.9
Table 3 : Stair Loads on N.4561.0 Note: Imposed load on Landing = 2.5 kN/m
2
Imposed Load on Stairs = 4 kN/m2
Provide 1 kN/m2 to allow for grating and beams selfweight not included in analysis.
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Operation Test
Node Fx kN
Fy kN
Fz KN
Fy kN
Sa
fety
V
alv
e P
latf
orm
42 10 -38 1 -92
60 5 -55 9 -184
74 8 -12 4 -24
100 11 -82 25 -124
150 20 -143 22 -182
200 12 -48 15 -67
250 11 -109 16 -146
300 14 -24 23 -100
350 3 -19 4 -46
356 2 -69
371 6 -36 3 -34
373 -100 374 2 -109 6 -102
376 7 -26 3 -94
411 2 -30 8 -94
412 1 -28 6 -96
414 3 -51 14 -96
Table 4: Pipe support loads Note: Reference Moerdijk Project
In STAAD III input file, refer to Load Case 7 Platform Loads Load Case 8 Stair Loads Load Case 9 Pipe Loads Operation (Vertical) Load Case 10 Pipe Loads Operation (Horizontal z-direction) Load Case 11 Pipe Loads Operation (Horizontal x-direction) Load Case 12 Pipe Loads Test (Vertical)
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2.8.2 Steelwork Support Structure A
Platform loads on Walkway at TOS EL +103.060 Typical reaction load on each IPE160, internal beam
R = 1.2 x 4.25 / 4 x (4.0 + 1.0) = 6.4 kN
Operation Test
Node Fx kN
Fy kN
Fz kN
Fy kN
Su
pp
ort
S
tru
ctu
re
A
A 2.6 -38.0 2.5 -38.0 B 2.6 -38.0 2.5 -38.0
C 3.7 -37.5 1.0 -30.0 D 3.9 -40.0 1.0 -31.0
Table 5: Pipe Support Loads
In STAAD III input file, refer to Load Case 7 Platform Loads Load Case 9 Pipe Loads Operation (Vertical) Load Case 10 Pipe Loads Operation (Horizontal z-direction) Load Case 11 Pipe Loads Operation (Horizontal x-direction) Load Case 12 Pipe Loads Test (Vertical)
HE240A
HE260A HE260A
HE
220A
HE
220A
6000
N. 4561
HE
160A
HE
200B
HE
200B
HE
200B
HE
280A
E.
1577 H
E220A
H
E220A
H
E220A
HE260A
HE260A
TOS EL +111.500
TOS EL +108.250
TOS EL +107.000
TOS EL +103.800 TOS EL +102.860 HPP EL +100.000
HE220A HE220A HE220A
HE220A
HE280A
HE220A HE220A HE220A
HE
220A
HE
220A
HE
220A
HE
220A
E.
1571
6000 6000 6000
HE
160A
Elevation on N. 4555
A
B
C
D
IPE160 (typ)
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Steelwork Support Structure B and C
Walkway TOS EL Calculation UDL KN/m
PL kN
Notes
A +104.100 5.0 x 2.5 12.5 On Steel beam N.4576
5.0 x 2.5 x 12.0 /4 37.5 Piperack cols E.1477 and E. 1489 5.0 x 2.5 x 12.0 /4 75 Piperack Col E.1483
B +104.100 0.6 x 5.0 3.0 On steel beam N.4576
1.2 x 5.0 6.0 HE200A C +111.125 1.0 x 5.0 5.0 D +116.975 2.0 x 5.0 10.0
E +120.340 2.5 x 5.0 12.5
Table 6: Walkway Loads
Plan at TOS EL +104.100
Support
Structure C
Support
Structure B
F
G
N.
4571
5 m
Plan at TOS EL +120.340
H J K
N.
4571
E.
1477
E
Section on N.4576
HPP EL +100.000
TOS EL +124.090
TOS EL +120.340
TOS EL +113.570
TOS EL +108.250
TOS EL +104.500 TOS EL +103.250
TOS EL +120.475
TOS EL +116.975
TOS EL +111.125
TOS EL +108.250
TOS EL +110.400
E
25
A B
C
D 140
L N
P Q R S M
SLIDING CONNECTIONS
Section on N.4576 All Columns HE220A UNO, Structure B
HE260A UNO, Structure C All Beams HE140A UNO, Structure B
HE260A UNO, Structure C All Bracing L100x100x10 UNO
E.
1471
HPP EL +100.000
TOS EL +124.090
TOS EL +120.340
TOS EL +113.570
TOS EL +108.250
TOS EL +104.500
TOS EL +103.250
TOS EL +120.475
TOS EL +116.975
TOS EL +111.125
TOS EL +108.250
TOS EL +110.400
E.
1555
SLIDING CONNECTION
HE240A (typ)
HE240A
(typ)
HE220A
HE300A HE200A
HE200A
HE200A HE200A
HE300A
HE220A HE240A (typ)
HE220A K-Bracing HE140A
HE200A
HE
300A
HE
300A
HE300A
HE140A
HE
340A
HE240A
HE200A HE200A
HE200A
HE200A
B Walkway loads Refer to Table 6
Legends
N Pipe support loads Refer to Table 7 Intermediate Pipe loads (UDL)
Walkways
3.8 kN/m
3.8 kN/m
3.8 kN/m
3.8 kN/m 3.8 kN/m
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Operation Test
Node Fx
kN
Fy
kN
Fz
kN
Fy
kN
Su
pp
ort
S
tru
ctu
re
B
25 13 -57 9 -130
140 2 -7 -7
E -88 -88
F -12 - -12
G -15 - -15
H 2.8 -16 2.5 -16
J 7.8 -36 11.5 -36
K 5 -21 9 -21
L 5.5 -20 3.5 -20
M 3 -14 3 -14
Su
pp
ort
S
tru
ctu
re
C
N -7 -7
P 2 -25 7 -25
Q 8 -37 32 -37
R -3 -3
S 2.7 -36 2.7 -36
Table 7: Pipe Support Loads In STAAD III input file, refer to Load Case 3 Piperack Loads Load Case 7 Platform Loads Load Case 9 Pipe Loads Operation (Vertical) Load Case 10 Pipe Loads Operation (Horizontal z-direction) Load Case 11 Pipe Loads Operation (Horizontal x-direction) Load Case 12 Pipe Loads Test (Vertical)
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2.9 WIND LOADING
Solidity ratio, = Area of members/Area of frame
Spacing ratio = column centres in direction of wind/frame span
Shielding factor can be read from the table
0.1 0.2 0.3 0.4 0.5 0.6 0.8 1.0
0.5 0.93 0.75 0.56 0.38 0.19 - - -
1.0 0.99 0.81 0.65 0.48 0.32 0.15 0.15 0.15
2.0 1.00 0.87 0.73 0.59 0.44 0.30 0.30 0.30
4.0 1.00 0.90 0.78 0.65 0.52 0.40 0.40 0.40
6.0 1.00 0.93 0.83 0.72 0.61 0.50 0.50 0.50
10.0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
REF: abstracted from table 5, Appendix 1 to DEP 39300.01.30, for and Steel columns assumed as HE240A, C
f =2.0 (on flange)
Steel beams longitudinal assumed at 300 mm deep, Cf =1.6 (on web)
Concrete columns 700 mm square, Cf = 2.0
Design Wind pressure at height z, p
z = q
ave x C
f x K
Where qave
= 0.637 x Uz
2
and Uz = F x V
10 x ( z/10)
1/
Note: V10 = 18 m/s
From Table 1, Appendix 1 to DEP 34.00.01.30
for Category 3, F =1.6 and = 8
Z Uz q
ave
m m/s KN/m2
Up to 10 28.8 0.528 12 29.4 0.550 15 30.3 0.584 20 31.4 0.628 25 32.3 0.665 30 33.0 0.694
In transverse wind loading (N/S), up to TOC EL +111.550 wind loads are calculated for the piperack. Additional protrusions above this level are also incorporated, primarily for the Steelwork Support Structure B and Safety Valve Platform. In the longitudinal direction (E/W), wind loading considered for the Safety Valve Platform, however all other steel columns are loaded with no allowance for shielding.
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2.9.1 Transverse direction ( North / South)
Area of enclosing frame = 11.55 x 6.7 = 77.4 m²
Area of cols = 0.7 x 11.55 x 2 = 16.2 m² Area of beams = 0.3 x 5.3 x 2 = 3.2 m² =0.7 x 5.3 x 2 = 7.4 m²
Total area 26.8 m²
= 26.8/77.4 = 0.346
= 10.0/6.0 = 1.67
= 0.60 Uniformly distributed wind load are applied for each frame with the shielding factor
applied for the leeward frames.
At pipe levels take qave
= 0.55 kN/m²
qw = (1.6 h
b + 0.8 h
w) q
ave check also h
w + h
b < h
max
where hw = 0.75 + 10 x tan 10
o = 2.51 m
hb = 0.700 (RC) or 0.240 (Steel)
hmax
= distance between pipe layers = 2.5 m
thus Q = 2.5 x 0.55 x 0.8 x 6 m = 6.6 kN Apply 2/3 on main beams at joints 4.4 kN 1/3 on intermediate beams at joints 2.2 kN
Main piperack structure take q
ave = 0.58 kN/m²
Size x qave
x Cf
Frame 1
Frame 2 (Frame 1 x 0.60)
Item kN/m kN/m
Steel beams 0.24 x 0.58 x 1.6 0.22 0.13 Pipehangers 0.3 x 0.58 x 2.0 0.35 0.21 Concrete column 0.7 x 0.58 x 2.0 0.81 0.49 Concrete beams 0.7 x 0.58 x 2.0 0.81 0.49
Aircoolers take q
ave = 0.6 kN/m²
(E-10172) q = 1.5 x 0.6 x 1.6 = 1.44 kN/m To allow for access platform, say q = 2.0 kN/m Apply to top of rack columns Q
x = 2 x 3 /2 = 3 kN
Qy = 6 x 4.5 /10 = 2.7 kN
(E-10174) q = 3 x 0.6 x 1.6 = 2.88 kN/m To allow for access platform, say q = 3.5 kN/m Apply to top of rack columns Q
x = 3.5 x 6 /2 = 10.5 kN
Qy = 21 x 4.5 /10 = 9.5 kN
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On Safety Valve Platform Consider Solidity of Steel frame Frame Area = (19.95 x 21.7) = 432.9 m² Member Area = [(21.7 x 0.28 + 6 x 0.22 + 6 x 0.32 + 8 x 6 x 0.14)] + .... ...+ (19.95 x 0.27 x 4) + 0.12 (9.41 x 4 + 8.17 x 2 + 8.07 x 2) = 46.0 m²
= 46.02/377 = 0.106
= 10.0/6.0 = 1.667
= 1.00 take q
ave = 0.62 kN/m
2
Q = 46.0 x 0.62 x 2.0 x (1.0 + 1.0) = 114 kN
At each support, on piperack Qx = 114 / (2 x 8 ) = 7.1 kN
Allow for Pipe level 129.750 say q = 1 kN/m At structure corner facing wind
Qx = 114 /(2 x 4) + 18 x 1.0 / 4 = 18.8 kN
On Steelwork Support Structure B Consider Solidity of Steel frame Frame Area = (12.59 x 18) = 226.6 m² Member Area = 8.84 x 2 x (0.3 + 0.22) + (6 x 3 x 0.14) + (12 x 0.3) + (4.5 x 4 x .14) + .... ...+ (7.2 x 0.22 ) + 0.10 (4.8 x 2 + 6.95 x 2 + 8.37 x 2) = 13.6 m²
= 13.6/226.6= 0.06
= 5.0/6.0 = 0.83
= 1.00 take q
ave = 0.62 kN/m
2
Q = 13.6 x 0.62 x 2.0 x (1.0 + 1.0) = 34 kN At each structure corner and support facing wind
Qx = 34 / 4 = 14 kN
In STAAD III input file, refer to Load 21 North/South Wind
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2.9.2 Longitudinal Direction (West / East)
Area of enclosing frame = 11.55 x 10.7 = 123.6 m² Area of cols = 0.7 x 11.55 x 2 = 16.2 m² Area of beams = 0.3 x 9.3 + 0.9 x 9.3 x 2 = 19.5 m²
Total area 35.7 m²
= 35.7/123.6 =0.29
= 6.0/10.0 = 0.6
= 0.60 Pipe layers take q
ave = 0.55 kN/m² , use F
w =0.3 ( h
b + h
p) x L x p
w
At +114.500 Fw = 0.3 ( 0.9 + 0.75) x 6 x 0.55 /2 = 0.82 kN per joint
At +117.000 Fw = 0.3 ( 0.4 + 0.75) x 6 x 0.55 /2 = 0.57 kN per joint
At +110.250, Fw =0.82 kN per joint
These are applied to piperack Main piperack structure take q
ave = 0.58 kN/m²
Item
Size x qave
x Cf
Frame 1
Leeward Frames
kN/m kN/m
All Steel columns* 0.24 x 0.58 x 1.6 0.22 0.22 Concrete column 0.7 x 0.58 x 2.0 0.81 0.49 Steel beams main 0.4 x 0.58 x 1.6 0.37 0.22 Steel beams sec. 0.3 x 0.58 x 1.6 0.28 0.17 RC Beams to +14.000 0.9 x 0.58 x 2.0 1.10 0.66
*Wind loads not applied onto steel structures as these loads are carried by adjacent RC structures Aircoolers Q
z = 2.0 kN/m x 5.5 m = 11 kN per side
Qy = 11 x 5.5 /3.0 = 18.3 kN
On Safety Valve Platform Consider Solidity of Steel frame Frame Area = (19.95 x 10.28) = 205.1 m² Member Area = [(19.95 x 0.28 + 10 x ( 0.20 + 0.24 + 0.26 + 0.30 ) + .... ...+ 0.20 x 2 (8.81 + 7.47 + 7.36) = 25.0 m²
= 25.0/205.1 = 0.121
= 6.0/10.0 = 0.6
= 0.91 take q
ave = 0.62 kN/m
2
Q = 25.0 x 0.62 x 2.0 x (1.0 + 0.91 + 0.91 + 0.91) = 116 kN
At each support, on piperack Qz = 116 / (2 x 8 ) = 7.3 kN
Allow for Pipe level 129.750 say q = 1 kN/m At structure corner facing wind
Qz = 116 / 4 + 18 x 1.0 / 2 = 38 kN
In STAAD III input file, refer to Load 22 West/East Wind
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2.10 LOAD CASE SUMMARY
Additionally, Load Case 13 includes for Uplift condition of 10 kN/m³/m, due to high water table.
For Min. and Max. Pile Loadings
Erection Operation Test
Description Sect LC 31 32 41 42 51 52
Selfweight 1 1.0 1.0 1.0 1.0 1.0 1.0
Paving Loads 2.4 2 1.0 1.0 1.0 1.0
Piperack 2.6 3 0.5 0.5 1.0 1.0 1.0 1.0
Walkway +114.000
W
2.6 4 0.2 0.2 1.0 1.0 1.0 1.0
Anchorage (z-direction) 2.6 5 1.0
Aircoolers 2.7 6 0.8 0.8 1.0 1.0 1.0 1.0
Platforms 2.8 7 0.2 0.2 1.0 1.0 1.0 1.0
Stairs/Ladder (SVP) 2.8 8 1.0 1.0 1.0 1.0 1.0 1.0
Pipe Operation (Vertical) 2.8 9 1.0 1.0
Pipe Operation (Horiz z) 2.8 10 1.0 1.0
Pipe Operation (Horiz x) 2.8 11 1.0 1.0
Pipe Test 2.8 12 1.0 1.0
Uplift 2.10 13 1.0
N/S wind (z-direction) 2.9.1 21 1.0 1.0 0.5
E/W wind (x-direction) 2.9.2 22 1.0 1.0 0.5
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On N. 4561.0 2001 2029 2057 2085 2115 2145 2175 2205 2235 2265 2295 2323 2351 2379 2407 2431 On N. 4571.0 2002 2030 2058 2086 2116 2146 2176 2206 2236 2266 2296 2324 2352 2380 2408 2432
E.
1471 E.
1561
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The tabulated reaction loads are compiled using the listed axial force and the moments in section 2.12.
Interaction graph spun pile 400/80,
grade C60 5.0N/mm² prestress
0
10
20
30
40
50
60
-1000 -500 0 500 1000 1500
Allowable axial force (kN)
All
ow
able
mo
men
t (k
Nm
)
0
10
20
30
40
50
60
70
80
90
All
ow
able
ho
rizo
nta
l fo
rce
(kN
)
The maximal pile forces are within the above shown limits. Fmax = 700 kN with a horizontal force of 38 kN. Fmax = 800 kN with a horizontal force of 30 kN.
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Maximum Steel Support Reactions (Single Pile)
On Fy FH
N.4576 Joint LC
E. 1471 2502 42 3 -1
E. 1477 2503 51 349 1
E. 1483 2504 51 335 -3
E. 1489 2560 42 113 -3
E. 1495 2561 41 88 -1
E. 1501 2562 42 88 -2
E. 1507 2563 41 96 -2
E. 1513 2564 42 109 -1
E. 1519 2565 51 97 0
E. 1525 2800 52 49 -1
E. 1531 2806 42 47 -3
E. 1537 2813 41 41 -1
E. 1543 2816 41 105 2
E. 1549 2820 42 148 -2
E. 1555 2824 52 74 -1
E. 1561 2831 42 74 -3
On
N.4556
E. 1471 2460 41 35 2
E. 1477 2461 42 199 1
E. 1483 2462 42 184 -1
E. 1489 2463 42 24 -2
E. 1483 2490 52 32 0
The steel columns are founded on the slab or direct on a single pilecap.
E.
1471.0
E.
1555.0
On N. 4576.0 2502 2503 2504 2560 2561 2562 2563 2564 2565 2800 2806 2813 2816 2820 2824 2831
E. 1471.0
On N. 4556.0 2460 2461 2462 2463
2491
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2.12 SUPPORT REACTIONS STAAD input file is listed in appendix I
SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
2001 31 5.88 466.97 0.05 0.00 0.45 8.18
2029 31 -16.74 494.27 0.01 0.00 0.44 48.51
2057 31 -28.88 491.54 -0.02 0.00 0.40 60.61
2085 31 -2.23 534.80 -0.05 0.00 0.34 24.43
2115 31 -5.94 515.57 -0.10 0.00 0.34 26.47
2145 31 -14.01 517.21 -0.09 0.00 0.30 38.04
2175 31 -13.81 511.52 -0.07 0.00 0.24 41.01
2205 31 -17.93 573.29 -0.06 0.00 0.17 51.60
2235 31 -32.92 699.76 -0.09 0.00 0.13 79.25
2265 31 -32.61 561.61 -0.13 0.00 0.33 81.60
2295 31 -32.96 572.91 -0.15 0.00 -0.03 76.10
2323 31 -31.77 720.39 -0.26 19.46 0.02 91.41
2351 31 -31.84 706.94 -0.26 6.01 0.57 89.85
2379 31 -31.90 511.70 -0.19 0.00 -0.12 72.05
2407 31 -15.60 501.72 -0.22 0.00 -0.18 45.62
2431 31 -6.52 433.72 -0.27 0.00 -0.19 29.11
2002 31 -17.56 462.84 0.53 0.00 0.45 22.78
2030 31 -44.71 601.11 0.49 0.00 0.44 65.06
2058 31 -52.75 608.28 0.43 0.00 0.40 75.36
2086 31 -25.31 580.88 0.35 0.00 0.34 38.61
2116 31 -29.26 579.27 0.30 0.00 0.34 40.73
2146 31 -37.56 579.46 0.27 0.00 0.30 52.42
2176 31 -37.39 580.28 0.24 0.00 0.24 55.38
2206 31 -40.55 669.92 0.22 0.00 0.40 65.67
2236 31 -57.15 956.70 0.12 0.00 0.12 93.98
2266 31 -56.89 812.48 0.01 0.00 -0.17 96.39
2296 31 -56.64 706.75 -0.06 0.00 -0.03 90.47
2324 31 -57.47 931.37 -0.15 7.49 0.19 111.21
2352 31 -56.87 896.33 -0.19 -3.66 0.27 109.32
2380 31 -55.60 727.86 -0.18 0.00 -0.12 86.40
2408 31 -39.66 583.94 -0.26 0.00 -0.18 60.25
2432 31 -30.56 478.34 -0.30 0.00 -0.19 43.78
2502 31 -0.41 2.38 0.28 0.00 0.00 0.00
2503 31 0.14 116.78 0.61 0.00 0.00 0.00
2504 31 0.01 118.59 -0.28 0.00 0.00 0.00
2560 31 -1.49 58.97 0.11 0.00 0.00 0.00
2561 31 -0.72 50.53 0.03 0.00 0.00 0.00
2562 31 -0.28 45.17 -0.88 0.00 0.00 0.00
2563 31 -0.29 50.40 -0.83 0.00 0.00 0.00
2564 31 -0.41 46.55 0.04 0.00 0.00 0.00
2565 31 -0.64 46.07 0.09 0.00 0.00 0.00
2800 31 0.14 29.57 -0.22 0.00 0.00 0.00
2806 31 -0.22 27.77 0.05 0.00 0.00 0.00
2813 31 -0.17 25.12 0.40 0.00 0.00 0.00
2816 31 0.88 44.11 0.05 0.00 0.00 0.00
2820 31 -0.22 53.79 -0.14 0.00 0.00 0.00
2824 31 0.05 41.17 -1.02 0.00 0.02 0.00
2831 31 -0.13 16.34 -0.59 0.00 0.01 0.00
2460 31 -0.06 21.94 0.74 0.00 0.00 0.00
2461 31 -0.37 59.77 -0.09 0.00 0.00 0.00
2462 31 -0.60 52.31 0.27 0.00 0.00 0.00
2463 31 -0.08 15.58 -0.77 0.00 0.00 0.00
2491 31 -21.94 6.34 -0.22 0.00 -0.07 0.00
2585 31 -25.75 0.00 0.34 0.00 0.00 0.00
2586 31 -16.09 0.00 -1.46 0.00 0.00 0.00
2587 31 -0.11 0.00 -0.09 0.00 0.00 0.00
2588 31 -0.11 0.00 -0.08 0.00 0.00 0.00
2589 31 -0.32 0.00 4.19 0.00 0.00 0.00
2590 31 -0.51 0.00 -1.98 0.00 0.00 0.00
2601 31 0.10 0.00 0.45 0.00 0.00 0.00
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2602 31 0.15 0.00 0.39 0.00 0.00 0.00
2606 31 -0.16 0.00 -0.93 0.00 0.00 0.00
2607 31 0.02 0.00 1.04 0.00 0.00 0.00
2490 31 0.00 7.59 -0.01 0.00 0.00 0.00
2520 31 -29.42 26.79 0.59 0.00 0.00 0.00
2001 32 12.05 473.64 -20.54 0.00 3.95 -6.90
2029 32 11.94 611.14 -20.72 0.00 1.50 -5.41
2057 32 11.50 606.11 -20.88 0.00 1.49 -5.31
2085 32 12.29 604.50 -21.03 0.00 1.24 -5.87
2115 32 12.03 599.13 -21.18 0.00 1.05 -6.07
2145 32 12.34 599.16 -21.33 0.00 0.94 -6.84
2175 32 12.35 601.17 -21.49 0.00 0.88 -6.52
2205 32 11.61 662.23 -21.68 0.00 1.01 -2.98
2235 32 3.38 825.33 -21.91 0.00 0.49 13.20
2265 32 3.05 680.42 -22.16 0.00 0.34 13.08
2295 32 10.24 678.13 -22.39 0.00 0.57 -3.03
2323 32 14.43 709.71 -33.02 -52.26 0.80 -12.05
2351 32 13.26 1073.45 -33.16 -71.09 0.08 -11.65
2379 32 12.08 687.62 -22.74 0.00 0.54 -6.03
2407 32 12.87 596.31 -22.77 0.00 0.52 -7.34
2431 32 12.47 507.48 -22.77 0.00 0.52 -7.28
2002 32 -12.61 467.84 -19.09 0.00 -2.83 8.02
2030 32 -12.42 667.38 -19.24 0.00 -0.22 9.40
2058 32 -13.33 618.69 -19.40 0.00 -0.23 9.70
2086 32 -12.33 638.92 -19.70 0.00 -0.48 9.06
2116 32 -12.63 621.56 -19.95 0.00 -0.67 8.86
2146 32 -12.31 609.77 -20.17 0.00 -0.78 8.09
2176 32 -12.32 609.66 -20.38 0.00 -0.84 8.37
2206 32 -11.72 680.66 -20.59 0.00 -1.77 11.48
2236 32 -22.05 972.18 -20.86 0.00 -0.63 28.51
2266 32 -22.33 809.43 -21.20 0.00 -0.77 28.41
2296 32 -14.52 639.64 -21.48 0.00 -1.14 11.81
2324 32 -10.92 699.15 -31.70 -71.17 -3.04 7.55
2352 32 -12.93 1046.59 -31.88 -81.69 -0.67 8.47
2380 32 -12.70 725.33 -21.90 0.00 -1.18 8.83
2408 32 -12.24 607.40 -21.95 0.00 -1.20 7.80
2432 32 -12.66 511.33 -21.97 0.00 -1.20 7.90
2502 32 -0.41 2.38 0.13 0.00 -0.02 0.00
2503 32 0.22 82.68 0.43 0.00 0.00 0.00
2504 32 0.19 84.89 -0.48 0.00 0.00 0.00
2560 32 -0.12 58.95 -0.27 0.00 0.00 0.00
2561 32 -0.01 50.46 -0.04 0.00 0.00 0.00
2562 32 -0.02 45.17 -0.98 0.00 0.00 0.00
2563 32 -0.02 50.42 -0.94 0.00 0.00 0.00
2564 32 -0.04 47.43 -0.06 0.00 0.00 0.00
2565 32 -0.19 44.67 -0.03 0.00 0.00 0.00
2800 32 0.15 29.41 -0.47 0.00 0.00 0.00
2806 32 -0.13 27.72 -0.14 0.00 0.00 0.00
2813 32 -0.06 22.49 -0.08 0.00 0.00 0.00
2816 32 0.79 42.01 0.48 0.00 0.00 0.00
2820 32 -0.03 54.21 0.06 0.00 0.00 0.00
2824 32 0.10 40.88 -1.44 0.00 0.02 0.00
2831 32 -0.19 17.30 -0.88 0.00 0.01 0.00
2460 32 -0.06 21.18 0.38 0.00 0.00 0.00
2461 32 0.54 59.97 -0.72 0.00 0.00 0.00
2462 32 0.55 52.34 -0.35 0.00 0.00 0.00
2463 32 0.07 16.36 -1.15 0.00 0.00 0.00
2491 32 0.38 6.62 -1.04 0.00 1.60 0.00
2585 32 0.21 0.00 0.04 0.00 0.00 0.00
2586 32 0.61 0.00 -1.51 0.00 0.00 0.00
2587 32 -0.01 0.00 -0.08 0.00 0.00 0.00
2588 32 -0.01 0.00 -0.07 0.00 0.00 0.00
2589 32 -0.04 0.00 2.15 0.00 0.00 0.00
2590 32 -0.15 0.00 -3.88 0.00 0.00 0.00
2601 32 0.01 0.00 1.25 0.00 0.00 0.00
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2602 32 0.04 0.00 1.19 0.00 0.00 0.00
2606 32 0.40 0.00 -3.73 0.00 0.00 0.00
2607 32 0.01 0.00 1.08 0.00 0.00 0.00
2490 32 0.00 8.00 -0.01 0.00 0.00 0.00
2520 32 0.92 26.80 0.26 0.00 0.00 0.00
SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
2001 41 8.66 673.46 -4.64 0.00 2.37 9.03
2029 41 -23.74 853.80 -4.87 0.00 2.46 64.52
2057 41 -36.18 858.20 -5.07 0.00 2.43 75.72
2085 41 0.17 904.61 -5.26 0.00 2.14 26.58
2115 41 -2.69 850.23 -5.48 0.00 2.05 25.73
2145 41 -11.39 901.09 -5.52 0.00 1.80 36.19
2175 41 -11.18 873.75 -5.50 0.00 1.50 39.86
2205 41 -15.79 1005.74 -5.52 0.00 1.08 51.91
2235 41 -32.31 1221.37 -5.65 0.00 1.00 83.10
2265 41 -32.39 997.66 -5.80 0.00 1.22 91.00
2295 41 -46.60 934.60 -5.94 0.00 1.01 108.66
2323 41 -49.19 1090.10 -8.91 41.81 1.20 142.54
2351 41 -52.03 1396.23 -8.95 -1.51 1.75 140.71
2379 41 -40.89 987.39 -6.18 0.00 0.78 95.81
2407 41 -12.58 866.41 -6.30 0.00 0.60 48.02
2431 41 -3.76 648.34 -6.46 0.00 0.56 28.27
2002 41 -20.00 663.98 -4.04 0.00 2.37 26.83
2030 41 -57.51 1043.05 -4.25 0.00 2.46 84.55
2058 41 -64.83 1066.54 -4.48 0.00 2.43 93.55
2086 41 -28.76 996.94 -4.87 0.00 2.14 44.23
2116 41 -31.21 955.03 -5.14 0.00 2.05 43.17
2146 41 -40.17 947.53 -5.36 0.00 1.80 53.73
2176 41 -40.01 949.99 -5.56 0.00 1.50 57.37
2206 41 -42.69 1116.14 -5.76 0.00 2.28 68.81
2236 41 -62.50 1494.97 -6.09 0.00 0.99 101.36
2266 41 -62.35 1315.15 -6.33 0.00 0.72 109.22
2296 41 -75.48 1253.86 -6.49 0.00 1.01 126.23
2324 41 -81.55 1601.85 -9.72 -14.83 2.07 167.31
2352 41 -82.82 1772.18 -9.90 -33.97 1.32 164.73
2380 41 -70.28 1364.49 -6.97 0.00 0.78 113.59
2408 41 -42.27 969.28 -7.17 0.00 0.60 66.03
2432 41 -33.46 695.62 -7.33 0.00 0.56 46.33
2502 41 -0.63 3.47 -1.15 0.00 -0.01 0.00
2503 41 1.04 342.80 -0.46 0.00 0.00 0.00
2504 41 0.81 327.43 -4.13 0.00 0.00 0.00
2560 41 -1.70 112.61 -2.11 0.00 0.00 0.00
2561 41 -0.76 88.07 -0.59 0.00 0.00 0.00
2562 41 -0.28 88.19 -2.31 0.00 0.00 0.00
2563 41 -0.29 96.41 -2.32 0.00 0.00 0.00
2564 41 -0.43 108.34 -0.78 0.00 0.00 0.00
2565 41 -0.69 89.81 -0.63 0.00 0.00 0.00
2800 41 0.67 47.74 -2.21 0.00 0.00 0.00
2806 41 -0.32 47.02 -2.32 0.00 0.00 0.00
2813 41 -0.27 38.74 -1.35 0.00 0.00 0.00
2816 41 1.68 103.28 -1.05 0.00 0.00 0.00
2820 41 -0.29 147.59 -2.43 0.00 0.00 0.00
2824 41 0.11 72.32 -3.66 0.00 0.04 0.00
2831 41 -0.25 72.40 -2.94 0.00 0.02 0.00
2460 41 -0.12 34.83 1.54 0.00 -0.01 0.00
2461 41 -0.27 198.95 0.40 0.00 0.00 0.00
2462 41 -0.51 183.93 0.09 0.00 0.00 0.00
2463 41 -0.07 22.83 -1.51 0.00 0.01 0.00
2491 41 -29.50 30.65 2.35 0.00 -1.75 0.00
2585 41 -29.49 0.00 -6.54 0.00 0.00 0.00
2586 41 -17.34 0.00 -4.08 0.00 0.00 0.00
2587 41 -0.11 0.00 0.01 0.00 0.00 0.00
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2588 41 -0.11 0.00 -0.09 0.00 0.00 0.00
2589 41 -0.34 0.00 -6.02 0.00 0.00 0.00
2590 41 -0.54 0.00 -28.27 0.00 0.00 0.00
2601 41 -0.01 0.00 7.93 0.00 0.00 0.00
2602 41 -1.72 0.00 6.62 0.00 1.73 0.00
2606 41 -0.08 0.00 -2.55 0.00 0.00 0.00
2607 41 0.02 0.00 3.89 0.00 0.00 0.00
2490 41 0.00 32.30 -0.04 0.00 0.00 0.00
2520 41 -29.63 39.90 -2.24 0.00 0.00 0.00
2001 42 14.84 637.36 -37.55 0.00 8.33 -6.08
2029 42 5.02 912.27 -37.93 0.00 5.97 10.46
2057 42 4.19 912.19 -38.26 0.00 5.95 9.87
2085 42 14.79 911.82 -38.58 0.00 5.40 -3.75
2115 42 14.96 890.72 -38.90 0.00 5.04 -6.83
2145 42 14.96 907.37 -39.19 0.00 4.78 -8.24
2175 42 14.98 903.90 -39.47 0.00 4.59 -7.62
2205 42 13.70 1034.12 -39.81 0.00 4.58 -2.61
2235 42 4.01 1286.14 -40.25 0.00 4.04 17.47
2265 42 3.24 1057.39 -40.71 0.00 3.87 22.08
2295 42 -3.21 981.22 -41.14 0.00 4.15 29.21
2323 42 -2.82 947.04 -60.69 -86.98 3.41 38.83
2351 42 -7.17 1764.91 -60.94 -127.22 2.53 39.63
2379 42 2.86 1111.10 -41.79 0.00 3.90 18.07
2407 42 15.89 899.78 -41.87 0.00 3.78 -4.89
2431 42 15.24 706.82 -41.91 0.00 3.76 -8.13
2002 42 -15.04 626.55 -35.88 0.00 -3.99 12.04
2030 42 -25.05 1052.30 -36.19 0.00 -1.30 28.70
2058 42 -25.50 1015.12 -36.55 0.00 -1.32 28.00
2086 42 -15.68 995.67 -37.19 0.00 -1.86 14.65
2116 42 -14.90 937.13 -37.69 0.00 -2.22 11.30
2146 42 -14.92 917.57 -38.15 0.00 -2.48 9.86
2176 42 -14.94 919.12 -38.57 0.00 -2.68 10.41
2206 42 -13.81 1063.92 -39.00 0.00 -3.43 14.64
2236 42 -27.38 1466.87 -39.54 0.00 -2.62 36.30
2266 42 -27.82 1237.56 -40.12 0.00 -2.77 40.84
2296 42 -33.19 1128.45 -40.62 0.00 -3.11 47.24
2324 42 -34.72 1231.62 -59.99 -136.02 -4.32 63.30
2352 42 -39.04 1931.26 -60.40 -153.60 -1.62 64.24
2380 42 -27.61 1309.88 -41.53 0.00 -3.36 36.37
2408 42 -14.86 931.56 -41.68 0.00 -3.48 13.63
2432 42 -15.55 713.03 -41.73 0.00 -3.50 10.45
2502 42 -0.62 3.47 -1.40 0.00 -0.04 0.00
2503 42 1.08 308.72 -0.77 0.00 0.00 0.00
2504 42 0.95 293.46 -4.45 0.00 0.00 0.00
2560 42 -0.34 112.59 -2.71 0.00 0.00 0.00
2561 42 -0.04 87.98 -0.71 0.00 0.00 0.00
2562 42 -0.03 88.19 -2.48 0.00 0.00 0.00
2563 42 -0.03 96.44 -2.50 0.00 0.00 0.00
2564 42 -0.06 109.82 -0.94 0.00 0.00 0.00
2565 42 -0.24 87.67 -0.81 0.00 0.00 0.00
2800 42 0.68 47.49 -2.60 0.00 0.00 0.00
2806 42 -0.20 46.98 -2.61 0.00 0.00 0.00
2813 42 -0.14 35.58 -2.07 0.00 0.00 0.00
2816 42 1.60 100.95 -0.43 0.00 0.00 0.00
2820 42 -0.10 148.23 -2.15 0.00 0.00 0.00
2824 42 0.16 71.86 -4.31 0.00 0.03 0.00
2831 42 -0.31 73.86 -3.39 0.00 0.02 0.00
2460 42 -0.14 33.97 1.04 0.00 0.00 0.00
2461 42 0.62 198.94 -0.40 0.00 0.00 0.00
2462 42 0.60 183.75 -0.71 0.00 0.00 0.00
2463 42 0.10 23.69 -2.00 0.00 0.00 0.00
2491 42 -7.11 31.04 1.55 0.00 0.18 0.00
2585 42 -3.72 0.00 -7.05 0.00 0.00 0.00
2586 42 -0.02 0.00 -4.15 0.00 0.00 0.00
2587 42 -0.01 0.00 0.03 0.00 0.00 0.00
RTM Engineering
Calculations Client Getrich Development Use in correspondences
Project Deepdown Sands 234 010455
Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
Page 29 of 42
RTM
2588 42 -0.01 0.00 -0.07 0.00 0.00 0.00
2589 42 -0.05 0.00 -9.22 0.00 0.00 0.00
2590 42 -0.19 0.00 -31.26 0.00 0.00 0.00
2601 42 -0.10 0.00 9.18 0.00 0.00 0.00
2602 42 -1.83 0.00 7.88 0.00 1.73 0.00
2606 42 0.44 0.00 -6.51 0.00 0.00 0.00
2607 42 0.01 0.00 3.96 0.00 0.00 0.00
2490 42 0.00 32.82 -0.03 0.00 0.00 0.00
2520 42 0.66 39.87 -2.73 0.00 0.00 0.00
SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
2001 51 11.48 682.56 0.48 0.00 1.52 -0.57
2029 51 0.69 891.08 0.27 0.00 1.60 22.01
2057 51 -5.93 890.01 0.08 0.00 1.58 29.24
2085 51 8.63 910.67 -0.10 0.00 1.39 8.08
2115 51 6.49 851.70 -0.31 0.00 1.36 9.01
2145 51 1.78 921.48 -0.31 0.00 1.10 13.41
2175 51 1.90 888.57 -0.24 0.00 0.76 16.04
2205 51 -1.02 1025.89 -0.23 0.00 0.38 24.53
2235 51 -14.17 1250.23 -0.31 0.00 0.14 49.21
2265 51 -14.54 1035.05 -0.41 0.00 0.19 52.75
2295 51 -10.89 1161.67 -0.52 0.00 0.18 41.17
2323 51 -2.99 1502.35 -1.03 68.93 0.28 38.70
2351 51 -7.25 1485.42 -1.12 28.13 0.29 41.35
2379 51 -7.04 1091.97 -0.86 0.00 0.12 35.96
2407 51 1.71 888.73 -1.02 0.00 -0.02 18.43
2431 51 5.73 649.41 -1.20 0.00 -0.05 9.56
2002 51 -17.80 674.43 1.98 0.00 1.52 17.38
2030 51 -30.93 1034.29 1.81 0.00 1.60 40.96
2058 51 -35.41 1056.73 1.59 0.00 1.58 47.25
2086 51 -20.43 990.99 1.25 0.00 1.39 25.79
2116 51 -22.70 947.59 1.01 0.00 1.36 26.77
2146 51 -27.55 932.75 0.82 0.00 1.10 31.23
2176 51 -27.48 935.09 0.65 0.00 0.76 33.82
2206 51 -28.27 1098.83 0.47 0.00 0.93 41.63
2236 51 -44.95 1458.14 0.16 0.00 0.14 67.75
2266 51 -45.05 1294.50 -0.03 0.00 -0.06 71.24
2296 51 -40.31 1281.38 -0.14 0.00 0.18 58.97
2324 51 -35.10 1779.38 -0.41 16.48 0.41 63.31
2352 51 -38.51 1654.09 -0.58 -1.96 0.27 65.54
2380 51 -36.55 1360.55 -0.59 0.00 0.12 53.75
2408 51 -28.51 954.69 -0.82 0.00 -0.02 36.68
2432 51 -24.52 675.69 -1.01 0.00 -0.05 27.88
2502 51 -0.64 3.47 0.11 0.00 0.00 0.00
2503 51 0.08 349.46 1.08 0.00 0.00 0.00
2504 51 0.08 334.77 -2.57 0.00 0.00 0.00
2560 51 -0.89 112.49 0.01 0.00 0.00 0.00
2561 51 -0.42 88.37 -0.09 0.00 0.00 0.00
2562 51 -0.15 88.18 -1.61 0.00 0.00 0.00
2563 51 -0.16 96.25 -1.57 0.00 0.00 0.00
2564 51 -0.24 100.50 -0.11 0.00 0.00 0.00
2565 51 -0.45 97.58 0.07 0.00 0.00 0.00
2800 51 0.68 48.56 -0.84 0.00 0.00 0.00
2806 51 -0.31 46.90 -0.72 0.00 0.00 0.00
2813 51 -0.23 37.94 0.55 0.00 0.00 0.00
2816 51 1.29 101.02 0.02 0.00 0.00 0.00
2820 51 -0.13 147.26 -0.90 0.00 0.00 0.00
2824 51 0.15 74.36 -0.55 0.00 0.03 0.00
2831 51 -0.31 68.65 -1.20 0.00 0.02 0.00
2460 51 -0.03 34.62 1.41 0.00 0.00 0.00
2461 51 0.02 191.80 0.28 0.00 0.00 0.00
2462 51 -0.11 177.08 -0.07 0.00 0.00 0.00
2463 51 -0.04 22.70 -1.54 0.00 0.00 0.00
2491 51 -11.55 32.11 -0.07 0.00 -0.11 0.00
RTM Engineering
Calculations Client Getrich Development Use in correspondences
Project Deepdown Sands 234 010455
Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
Page 30 of 42
RTM
2585 51 -14.72 0.00 -3.60 0.00 0.00 0.00
2586 51 -9.37 0.00 -3.67 0.00 0.00 0.00
2587 51 -0.06 0.00 -0.08 0.00 0.00 0.00
2588 51 -0.06 0.00 -0.13 0.00 0.00 0.00
2589 51 -0.19 0.00 7.72 0.00 0.00 0.00
2590 51 -0.36 0.00 -15.23 0.00 0.00 0.00
2601 51 0.06 0.00 2.71 0.00 0.00 0.00
2602 51 0.11 0.00 1.98 0.00 0.00 0.00
2606 51 0.08 0.00 15.86 0.00 0.00 0.00
2607 51 0.01 0.00 3.50 0.00 0.00 0.00
2490 51 0.00 33.75 -0.04 0.00 0.00 0.00
2520 51 -13.81 39.91 -0.04 0.00 0.00 0.00
2001 52 14.58 671.08 -9.87 0.00 3.08 -8.13
2029 52 15.02 919.41 -10.13 0.00 1.93 -5.02
2057 52 14.30 917.24 -10.36 0.00 1.92 -3.66
2085 52 15.88 914.85 -10.58 0.00 1.65 -7.05
2115 52 15.41 867.43 -10.83 0.00 1.53 -7.26
2145 52 14.96 928.78 -10.90 0.00 1.27 -8.92
2175 52 14.98 903.52 -10.94 0.00 0.96 -7.71
2205 52 13.73 1040.35 -11.01 0.00 0.72 -2.73
2235 52 3.99 1283.02 -11.20 0.00 0.27 16.28
2265 52 3.28 1064.49 -11.40 0.00 0.15 18.40
2295 52 10.76 1186.43 -11.60 0.00 0.41 1.54
2323 52 20.04 1467.04 -17.33 27.19 0.59 -12.95
2351 52 15.31 1633.68 -17.49 -13.12 -0.04 -9.35
2379 52 14.94 1152.34 -12.08 0.00 0.37 -3.07
2407 52 15.95 906.02 -12.22 0.00 0.25 -8.05
2431 52 15.22 671.77 -12.36 0.00 0.23 -8.64
2002 52 -15.30 662.57 -7.99 0.00 -0.31 9.97
2030 52 -14.80 1033.93 -8.20 0.00 1.07 13.06
2058 52 -15.66 1035.71 -8.45 0.00 1.06 14.48
2086 52 -13.95 989.07 -8.88 0.00 0.79 11.02
2116 52 -14.45 939.08 -9.19 0.00 0.67 10.83
2146 52 -14.93 917.84 -9.45 0.00 0.41 9.18
2176 52 -14.94 919.71 -9.69 0.00 0.10 10.33
2206 52 -13.83 1073.66 -9.94 0.00 -0.24 14.55
2236 52 -27.40 1439.86 -10.32 0.00 -0.28 35.11
2266 52 -27.78 1259.43 -10.62 0.00 -0.41 37.16
2296 52 -19.21 1220.24 -10.83 0.00 -0.45 19.57
2324 52 -11.84 1631.42 -16.15 -23.59 -1.29 11.52
2352 52 -16.52 1696.57 -16.39 -41.13 -0.27 15.16
2380 52 -15.11 1331.58 -11.41 0.00 -0.49 14.98
2408 52 -14.80 936.41 -11.62 0.00 -0.61 10.45
2432 52 -15.57 677.55 -11.77 0.00 -0.63 9.93
2502 52 -0.63 3.47 0.03 0.00 -0.01 0.00
2503 52 0.10 332.36 0.99 0.00 0.00 0.00
2504 52 0.16 317.85 -2.67 0.00 0.00 0.00
2560 52 -0.21 112.48 -0.18 0.00 0.00 0.00
2561 52 -0.07 88.34 -0.13 0.00 0.00 0.00
2562 52 -0.02 88.18 -1.66 0.00 0.00 0.00
2563 52 -0.03 96.26 -1.63 0.00 0.00 0.00
2564 52 -0.06 100.91 -0.17 0.00 0.00 0.00
2565 52 -0.23 96.86 0.02 0.00 0.00 0.00
2800 52 0.69 48.48 -0.97 0.00 0.00 0.00
2806 52 -0.25 46.88 -0.82 0.00 0.00 0.00
2813 52 -0.18 36.53 0.31 0.00 0.00 0.00
2816 52 1.22 99.86 0.24 0.00 0.00 0.00
2820 52 -0.03 147.47 -0.80 0.00 0.00 0.00
2824 52 0.18 74.21 -0.76 0.00 0.03 0.00
2831 52 -0.35 69.13 -1.35 0.00 0.02 0.00
2460 52 -0.03 34.24 1.22 0.00 0.00 0.00
2461 52 0.47 191.79 -0.03 0.00 0.00 0.00
2462 52 0.44 176.99 -0.38 0.00 0.00 0.00
2463 52 0.03 23.09 -1.73 0.00 0.00 0.00
2491 52 -0.34 32.31 -0.48 0.00 0.73 0.00
RTM Engineering
Calculations Client Getrich Development Use in correspondences
Project Deepdown Sands 234 010455
Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
Page 31 of 42
RTM
2585 52 -1.73 0.00 -3.75 0.00 0.00 0.00
2586 52 -0.90 0.00 -3.69 0.00 0.00 0.00
2587 52 -0.01 0.00 -0.08 0.00 0.00 0.00
2588 52 -0.01 0.00 -0.12 0.00 0.00 0.00
2589 52 -0.05 0.00 6.69 0.00 0.00 0.00
2590 52 -0.18 0.00 -16.19 0.00 0.00 0.00
2601 52 0.01 0.00 3.11 0.00 0.00 0.00
2602 52 0.05 0.00 2.38 0.00 0.00 0.00
2606 52 0.34 0.00 14.46 0.00 0.00 0.00
2607 52 0.01 0.00 3.52 0.00 0.00 0.00
2490 52 0.00 34.01 -0.04 0.00 0.00 0.00
2520 52 1.32 39.90 -0.20 0.00 0.00 0.00
RTM Engineering
Calculations Client Getrich Development Use in correspondences
Project Deepdown Sands 234 010455
Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
Page 32 of 42
RTM
STAAD SPACE PIPE RACK AREA 10100/10200
INPUT WIDTH 72
*FRIDAY 8 OCTOBER '99 PILE LOADING ARRANGEMENTS REVISITED AND FINALISED
*PILECAP AND PAVING LOADS ADDED
*DETAIL DESIGN CARRIED OUT FOR CONCRETE DESIGN.
*WIND BRACING BAY REMAINS IN PLACE OF PREVIOUS ANCHOR BAY