RTM 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 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 Page 1 of 42
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
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
Page 1 of 42
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Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
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
Page 2 of 42
Steelwork Support Structure A
E1471
Steelwork Support Structure C
Steelwork Support Structure B
N4571
N4561
N4576
N4554
Safety Valve Platform
E1561
Shading indicate PlatformsBold Lines refer to RC sections
yx
z
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2.2 STRUCTURAL MODEL
Page 3 of 42
Section on E.1495.0Section on E.1471.0With typical sections
Section on E.1501.0Section on E.1477.0
Section on E.1507.0Section on E.1483.0
Section on E.1513.0Section on E.1489.0
Section on N.4576.0
E.1471
HPP EL +100.000
TOS EL +124.090TOS EL +120.340
TOS EL +113.570
TOS EL +108.250
TOS EL +104.500TOS 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 +131.500TOS EL +129.750
TOS EL +124.350
TOS EL +118.800
Section on N.4561.0
E.1471 Concrete components
Columns 700 x 700Transverse beams 700W x 900 dpLongitudinal 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 7
00
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2.3.3 The Steel Support StructuresUDL 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 +103.060Steelwork Support Structure B TOS EL +120.340Steelwork Support Structure C TOS EL +104.100
2.3.4 Equipment
No equipment in the piperack or steel structures.
2.3.5 Wind LoadsIn accordance with DEP 34.00.01.30 Gen. Section 4 of the Appendix, a 10-second gust period is used for all structures (V10 = 18 m/s). Refer to section.
Page 4 of 42
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2.4 PAVING LOADSIncluded 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/m2. UDL applied = 3 x 10 kN/m = 30 kN/m.
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THE PIPERACKTransverse sections, E. 1471 to E. 1561
Uniformly Distributed Load (UDL)On main sectionsUDLpr = 2/3 x 6 m x 3.0 kN/m² = 12.0 kN/mOn intermediate sectionsUDLpr = 1/3 x 6 m x 3.0 kN/m² = 6.0 kN/mWalkway at TOC EL +114.000, E. 1513 to E.1525UDLpr = 8./10 x 3 x (4.0 + 1.0) = 12.0 kN/m
Longitudinal elevations, N. 4571 and N. 4561UDLpr = 1/4 x 10 x 1.5 = 3.75 kN/m
Walkway at TOC EL +114.000, E. 1471 to E.1441UDLpr = 1x (4.0 + 1.0) = 5.0 kN/m
Anchorage Forces carried on main RC beams in Z-directionon main sections at TOC EL+104.500, +107.00 and +110.250UDLa = 0.15 kN/m² x 6 = ± 0.9 kN/m
Plan on Longitudinal beams at TOS EL +108.250Dimensions and loading as for Longitudinal beams at TOS EL +111.250
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Page 9 of 42
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 +105.750Dimensions 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 +103.250Dimensions and loading as for Longitudinal beams at TOS EL +111.250
74
60
74
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2.7 THE AIRCOOLERS
Equipment E-10172 Operation/Test Load on columns (including perimeter walkway)Point loads, Fy 12.0 x 1.5 x 5 + 3.5 x 1.2 x (5 + 3 +1.5) =130 kNEquipment E-10174Point loads, Fy 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 columnsPoint loads, Fx 2 x 2 x 6 /2 = ± 12 kN
In STAAD III input file, refer to Load Case 6 Aircooler Loads
Page 10 of 42
Plan view on Aircooler
Walkway around coolers
10 m
3 6 m
E. 1516
N. 4561
74
60
74
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2.8 STEELWORK SUPPORT STRUCTURES2.8.1 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.
Page 11 of 42
HE
280A
HE300A
HE240A
HE240A
HE220A (typ)
HE
280A
376 414
Plan on TOS EL +131.500
356
74100
250
150
300350
200
373
374
411
412
60
Plan on TOS EL +129.750
OperationF
v = 28 kN F
h =0.3 F
v
TestF
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.4571All bracing L120x120x12 UNOAll beams HE180A UNO
HE
280A
HE
280A
HE
280A
HE
280A
HE280A HE280AHE220A
HE280A
HE320A0n N.4571.0
L90x90x9
E1549
E1531
E1531
E1549
y
z
x
z
100250
Section on E.1543All bracing HE200A UNO
HE260A
HE500A
HE240A
HE240A
HE240A
BracesHE260A
356 74
HE260A
HE300A
BracesHE220A
HE200A
HE200A
HE200A
Section on E.1549All bracing HE200A UNO
42
376
150300
Section on E.1537
HE200A
HE240A
HE500A
HE260A
BracesHE260A
BracesHE200A
BracesHE240A
350 200
HE260A
HE
280A
HE300A
HE200A
HE240A
Section on E.1531All bracing HE200A UNO
BracesHE220A
TOS EL +131.500
TOS EL +129.750
TOS EL +124.350
TOS EL +118.800
TOC EL +111.550
N4571
N4561
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.
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)
Page 14 of 42
HE240A
HE260A HE260A
HE
220A
HE
220A
6000
N.4561
HE
160
A
HE
200B
HE
200B
HE
200B
HE
280A
E.1577
HE
220A
HE
220A
HE
220A
HE260A
HE260A
TOS EL +111.500
TOS EL +108.250
TOS EL +107.000
TOS EL +103.800TOS EL +102.860
HPP EL +100.000
HE220A HE220AHE220A
HE220A
HE280A
HE220A HE220A HE220A
HE
220A
HE
220A
HE
220A
HE
220A
E.1571
6000 6000 6000
HE
160
A
Elevation on N. 4555
A
B
C
D
IPE160 (typ)
F
G
H J K
E
25
140
L N
P Q R S M
N
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Steelwork Support Structure B and C
Walkway TOS EL Calculation UDLKN/m
PLkN
Notes
A +104.100 5.0 x 2.5 12.5 On Steel beam N.45765.0 x 2.5 x 12.0 /4 37.5 Piperack cols E.1477 and E. 14895.0 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.45761.2 x 5.0 6.0 HE200A
C +111.125 1.0 x 5.0 5.0D +116.975 2.0 x 5.0 10.0E +120.340 2.5 x 5.0 12.5
Table 6: Walkway Loads
Page 15 of 42
Plan at TOS EL +104.100
SupportStructure C
SupportStructure 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 +104.500TOS EL +103.250
TOS EL +120.475
TOS EL +116.975
TOS EL +111.125
TOS EL +108.250TOS EL +110.400
E
25
A B
C
D 140
L N
P Q R S M
SLIDING CONNECTIONS
Section on N.4576All 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 +104.500TOS 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
HE300AHE200A
HE200A
HE200A HE200A
HE300A
HE220A HE240A(typ)
HE220AK-BracingHE140A
HE200A
HE
300
A
HE
300
A
HE300A
HE140A
HE
340
A
HE240A
HE200A HE200A
HE200A
HE200A
BWalkway loads Refer to Table 6
Legends
NPipe 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/m3.8 kN/m
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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)
Page 16 of 42
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2.9 WIND LOADING
Solidity ratio, φ = Area of members/Area of frameSpacing ratio σ = column centres in direction of wind/frame span
REF: abstracted from table 5, Appendix 1 to DEP 39300.01.30, for φ and σ
Steel columns assumed as HE240A, Cf =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, pz = qave x Cf x K Where qave = 0.637 x Uz
2
and Uz = F x V10 x ( z/10)1/γ
Note: V10 = 18 m/sFrom Table 1, Appendix 1 to DEP 34.00.01.30
for Category 3, F =1.6 and γ = 8
Z Uz qave
m m/s KN/m2
Up to 10 28.8 0.52812 29.4 0.55015 30.3 0.58420 31.4 0.62825 32.3 0.66530 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.
Page 17 of 42
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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 m²Area of beams = 0.3 x 5.3 x 2 = 3.2 m²
=0.7 x 5.3 x 2 = 7.4 m²Total area Σ 26.8 m²
φ = 26.8/77.4 = 0.346σ = 10.0/6.0 = 1.67α = 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/m²qw = (1.6 hb + 0.8 hw) qave check also hw + hb < hmax
where hw = 0.75 + 10 x tan 10o = 2.51 mhb = 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 kNApply 2/3 on main beams at joints 4.4 kN 1/3 on intermediate beams at joints 2.2 kN
Main piperack structure take qave = 0.58 kN/m²Size 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 0.13Pipehangers 0.3 x 0.58 x 2.0 0.35 0.21Concrete column 0.7 x 0.58 x 2.0 0.81 0.49Concrete beams 0.7 x 0.58 x 2.0 0.81 0.49
Aircoolers take qave = 0.6 kN/m²(E-10172) q = 1.5 x 0.6 x 1.6 = 1.44 kN/mTo allow for access platform, say q = 2.0 kN/m Apply to top of rack columns Qx = 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/mTo allow for access platform, say q = 3.5 kN/m Apply to top of rack columns Qx = 3.5 x 6 /2 = 10.5 kN
Qy = 21 x 4.5 /10 = ± 9.5 kN
Page 18 of 42
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On Safety Valve PlatformConsider Solidity of Steel frameFrame Area = (19.95 x 21.7) = 432.9 m²Member 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 m²φ = 46.02/377 = 0.106σ = 10.0/6.0 = 1.667α = 1.00take qave = 0.62 kN/m2
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/mAt structure corner facing wind Qx = 114 /(2 x 4) + 18 x 1.0 / 4 = ± 18.8 kN
On Steelwork Support Structure BConsider Solidity of Steel frameFrame Area = (12.59 x 18) = 226.6 m²Member 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
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
Page 19 of 42
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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 m²Area of beams = 0.3 x 9.3 + 0.9 x 9.3 x 2 = 19.5 m²
Total area Σ 35.7 m²φ = 35.7/123.6 =0.29σ = 6.0/10.0 = 0.6α = 0.60
Pipe layers take qave = 0.55 kN/m² , use Fw =0.3 ( hb + hp) x L x pw
At +114.500 Fw = 0.3 ( 0.9 + 0.75) x 6 x 0.55 /2 = 0.82 kN per jointAt +117.000 Fw = 0.3 ( 0.4 + 0.75) x 6 x 0.55 /2 = 0.57 kN per jointAt +110.250, Fw =0.82 kN per jointThese are applied to piperack
Main piperack structure take qave = 0.58 kN/m²
ItemSize x qave x Cf Frame 1 Leeward
FrameskN/m kN/m
All Steel columns* 0.24 x 0.58 x 1.6 0.22 0.22Concrete column 0.7 x 0.58 x 2.0 0.81 0.49Steel beams main 0.4 x 0.58 x 1.6 0.37 0.22Steel beams sec. 0.3 x 0.58 x 1.6 0.28 0.17RC 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 Qz = 2.0 kN/m x 5.5 m = 11 kN per sideQy = 11 x 5.5 /3.0 = ± 18.3 kN
On Safety Valve PlatformConsider Solidity of Steel frameFrame Area = (19.95 x 10.28) = 205.1 m²Member Area = [(19.95 x 0.28 + 10 x ( 0.20 + 0.24 + 0.26 + 0.30 ) + ....
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.
Page 23 of 42
On N. 4576.0 2502 2503 2504 2560 2561 2562 2563 2564 2565 2800 2806 2813 2816 2820 2824 2831
On N. 4556.0 2460 2461 2462 2463
2491
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Maximum Steel Support Reactions (Single Pile)On Fy FH
N.4576 Joint LCE. 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
OnN.4556E. 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.
Page 24 of 42
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 REACTIONSSTAAD input file is listed in appendix I
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Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
STAAD SPACE PIPE RACK AREA 10100/10200INPUT 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*UPDATED FOR BRITISH SECTIONS *26 October pile stiffnesses revised.UNIT METER KNSJOINT COORDINATES2001 0. -0.65 0.; 2002 10. -0.65 0.; 2003 0. 3.13 0.; 2004 10. 3.13 0.2005 0. 4.05 0.; 2006 10. 4.05 0.; 2007 0. 5.355 0.; 2008 10. 5.355 0.2009 0. 6.88 0.; 2010 10. 6.88 0.; 2011 0. 8.13 0.; 2012 10. 8.13 0.::Reduced for brevity::2917 7.23 29.58 69.; 2918 2.49 29.58 69.; 2919 2.49 29.58 63.2920 8.73 29.58 61.5; 2921 8.73 29.58 64.5; 2922 8.73 29.58 67.52923 8.73 29.58 70.5; 2924 5.535 29.58 63.; 2925 5.535 29.58 69.MEMBER INCIDENCES100 2001 2029; 101 2029 2057; 102 2057 2085; 103 2085 2115104 2115 2145; 105 2145 2175; 106 2175 2205; 107 2205 2235108 2235 2265; 109 2265 2295; 110 2295 2323; 111 2323 2351112 2351 2379; 113 2379 2407; 114 2407 2431; 200 2002 2030201 2030 2058; 202 2058 2086; 203 2086 2116; 204 2116 2146205 2146 2176; 206 2176 2206; 207 2206 2236; 208 2236 2266::Reduced for Brevity::4372 2924 2904; 4373 2924 2911; 4374 2904 2925; 4375 2925 29124376 2925 2907; 4377 2908 2919; 4378 2919 2733; 4379 2911 29194380 2919 2718; 4381 2911 2918; 4382 2918 2748; 4383 2912 29184384 2918 2733MEMBER PROPERTY EUROPEAN100 TO 114 200 TO 214 PRI YD 0.3 ZD 3.1001 TO 1056 1059 TO 1072 1075 TO 1088 1091 TO 1104 1107 TO 1120 -1123 to 1136 1139 to 1152 1155 to 1224 -3532 TO 3535 3537 TO 3540 3542 TO 3545 3560 3561 3566 TO 3568 3661 -3662 4214 TO 4219 PRI YD 0.7 ZD 0.71501 TO 1515 1601 TO 1608 3519 TO 3525 3536 -3546 PRI YD 0.9 ZD 0.72045 TO 2048 2121 to 2124 PRI YD 0.8 ZD 0.6MEMBER PROPERTY BRITISH3999 4000 4027 4028 4326 TO 4329 4332 TO 4335 TABLE ST UB610X305X1491705 TO 1707 2209 to 2212 -3501 TO 3515 3541 3775 TABLE ST UB533X210X1014199 TO 4203 4336 TO 4339 4344 4346 4347 4350 TO 4352 -4353 TABLE ST UC305X305X1181121 1122 1137 1138 1153 1154 2101 TO 2115 2117 TO 2120 -2125 to 2132 3201 TO 3224 3301 TO 3309 3311 TO 3319 -3321 TO 3329 3331 TO 3339 3341 TO 3349 3351 TO 3359 3361 TO 3369 -3371 TO 3379 3381 TO 3389 3391 TO 3399 3401 TO 3409 3411 TO 3419 -3421 TO 3429 3431 TO 3439 3526 TO 3531 3557 TO 3559 3562 TO 3565 -3663 TO 3683 3712 3714 TO 3717 3760 3761 3774 3776 TO 3783 3867 3974 -3975 4056 4057 4092 4096 4153 4223 TO 4225 4248 4249 4266 TO 4272 -4324 4325 4330 4331 TABLE ST UC305X305X973642 3965 TO 3971 3986 TO 3989 3991 TO 3995 4014 TO 4020 4022 4023 -4044 TO 4051 4053 4074 4075 4077 TO 4080 4082 TO 4089 4104 4105 -4125 TABLE ST UC254X254X892001 TO 2044 2049 TO 2056 3101 TO 3156 3547 TO 3550 3553 TO 3556 -3581 TO 3586 3595 3596 3606 3607 3609 3610 3620 3621 3641 3643 -
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
3648 TO 3651 3684 TO 3690 3729 3730 3741 3742 3758 3759 3826 TO 3831 -3838 TO 3840 3857 3858 3972 3973 3978 3979 3996 TO 3998 4003 4004 -4008 4009 4012 4013 4024 TO 4026 4029 TO 4033 4037 4038 4054 4055 -4134 4154 4171 4181 TO 4188 4191 TO 4198 4204 TO 4213 4220 TO 4222 -4228 4231 TO 4236 4247 4250 TO 4255 4278 TO 4280 4283 TO 4287 4289 -4290 4367 TABLE ST UC254X254X733569 TO 3571 3574 3577 TO 3580 3587 3589 TO 3591 3623 3644 TO 3647 -3654 3655 3657 TO 3659 3724 3725 3784 TO 3801 3803 TO 3806 -3843 TO 3846 3868 3980 3981 4064 4065 4076 4081 4132 4152 4155 4156 -4160 TO 4163 4169 4172 4227 TABLE ST UC203X203X523624 TO 3632 TABLE ST UC203X203X603001 TO 3028 3551 3552 3710 3711 3713 3718 TO 3721 3726 TO 3728 3746 -3747 3802 3808 TO 3815 3817 TO 3825 3976 3977 3982 TO 3985 4001 4002 -4005 TO 4007 4010 4011 4034 TO 4036 4039 TO 4043 4058 TO 4063 -4066 TO 4073 4151 4189 4229 4230 4237 TO 4246 4256 4257 4264 4265 -4273 TO 4277 4281 4322 TABLE ST UC203X203X463633 3637 3652 3653 3656 3660 TABLE ST CH200X75X234090 4091 4093 TO 4095 4097 TO 4103 4124 4128 TO 4131 4133 4282 4288 -4340 TO 4343 4345 4348 4349 4366 4368 TABLE ST UC203X203X463588 3691 TO 3709 3748 3749 4159 4258 TO 4263 4323 TABLE ST UC152X152X303722 3723 3743 3762 TO 3773 3832 TO 3837 3841 3842 3869 4157 4158 -4164 TO 4168 4170 4190 4226 4291 TABLE ST UC152X152X234108 TO 4123 4135 TO 4150 TABLE ST UA120X120X103731 TO 3738 3847 TO 3854 3859 3861 TO 3863 TABLE ST UA100X100X83870 TO 3873 4173 TO 4180 4369 TO 4376 TABLE ST UA100X100X84106 4107 4126 4127 4377 TO 4384 TABLE ST UA100X100X84354 TO 4365 TABLE ST UA80X80X83750 TO 3757 TABLE ST UA80X80X8MEMBER RELEASE3001 TO 3028 3101 3102 3105 3106 3109 3110 3113 3114 3117 3118 3121 -3122 3125 3126 3129 3130 3133 3134 3137 3138 3141 3142 3145 3146 3149 -3150 3153 3154 3217 3218 3221 3222 3301 3304 3307 3311 3314 3317 3321 -3324 3327 3331 3334 3337 3341 3344 3347 3351 3354 3357 3361 3364 3367 -3371 3374 3377 3381 3384 3387 3391 3394 3397 3401 3404 3407 3411 3414 -3417 3421 3424 3427 3431 3434 3437 3501 TO 3515 3541 -3551 TO 3554 3581 3583 3585 TO 3587 3595 3609 3624 3627 3630 3642 -3684 3688 3691 3692 3694 3696 3701 3702 3704 3710 3711 3713 3719 3720 -3722 TO 3724 3726 3729 3733 3743 3746 3762 3763 3774 3775 3808 3810 -3812 3814 3819 3821 TO 3830 3832 TO 3843 3857 3858 3867 3868 3968 -3974 3976 3978 3986 3999 4001 4003 4007 4014 4019 4027 4029 4030 4032 -4036 4044 4049 4056 4058 4060 4062 4063 4070 4073 4087 4088 -4090 TO 4095 4097 TO 4102 4105 4128 TO 4134 4151 4154 4157 TO 4159 -4161 4164 TO 4168 4170 4220 TO 4230 4242 4243 4250 4258 4261 4263 -4265 4273 TO 4277 4279 4281 4282 4284 4285 4336 TO 4343 START MY MZ2001 2003 2005 2007 2009 2011 2013 2015 2017 2019 2021 2023 2025 2027 -2101 2102 2105 2106 2109 2110 3201 3202 3205 3206 3209 3210 3213 -3214 START MY MZ2002 2004 2006 2008 2010 2012 2014 2016 2018 2020 2022 2024 2026 2028 -2103 2104 2107 2108 2111 2112 3203 3204 3207 3208 3211 3212 3215 -3216 END MY MZ2029 2031 2033 2035 2037 2039 -2041 2043 2049 2051 2053 2055 2113 2114 2117 2118 -2125 2126 2129 2130 3547 3549 3562 3563 START MY MZ2030 2032 2034 2036 2038 2040 -2042 2044 2050 2052 2054 2056 2115 2119 2120 -2127 2128 2131 2132 3548 3564 3565 4096 4278 END MY MZ*RELEASE REMOVED TO PREVENT INSTABILITY IN SOLUTION*3827 3828 -*RELEASE REMOVED TO PREVENT INSTABILITY IN SOLUTION*39043001 TO 3023 3025 TO 3028 3103 3104 3107 3108 3111 3112 3115 3116 -3119 3120 3123 3124 3127 3128 3131 3132 3135 3136 3139 3140 3143 3144 -3147 3148 3151 3152 3155 3156 3219 3220 3301 3304 3307 3311 -3314 3317 3321 3324 3327 3331 3334 3337 3341 3344 3347 3351 3354 3357 -3361 3364 3367 3371 3374 3377 3381 3384 3387 3391 3394 3397 3401 3404 -
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
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Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
3407 3411 3414 3417 3421 3424 3427 3431 3434 3437 3501 TO 3515 -3541 3551 3552 3555 3556 3582 3584 TO 3587 3621 3626 -3629 3632 3642 3691 3693 3695 3696 3701 3703 3705 3710 3711 3713 3718 -3719 3721 TO 3723 3726 3743 3746 3759 3761 3764 3765 3774 3775 3782 -3788 3809 3811 3813 3815 3818 3820 TO 3826 3829 3831 TO 3835 -3837 TO 3842 3857 3858 3869 3967 3971 3977 3979 3989 3995 4002 4004 -4007 4018 4023 4029 4031 4033 4036 4048 4053 4057 4059 4061 TO 4063 -4070 4073 4092 4094 4095 4097 TO 4103 4105 4124 4128 TO 4134 4151 -4157 TO 4159 4164 TO 4168 4170 4171 4226 4228 4233 4235 4241 4248 -4249 4252 4254 4259 4262 4265 4270 4273 TO 4277 4280 4283 4286 4327 -4331 4335 4338 4340 4341 4345 4347 TO 4349 4351 4353 END MY MZ4206 4237 START FZ MY MZ3867 3868 4152 END FZ MY MZ4068 4071 START MY MZ4069 4072 END MY MZ104 111 208 START MZ201 END MZMEMBER TRUSS3697 TO 3700 3706 TO 3709 3731 TO 3738 3750 TO 3757 3766 TO 3773 -3847 TO 3854 3859 3861 TO 3863 3870 TO 3873 3980 TO 3985 4005 4006 -4008 TO 4013 4034 4035 4037 TO 4043 4064 TO 4067 4106 TO 4123 4126 -4127 4135 TO 4150 4173 TO 4180 4190 4291 4354 TO 4365 4369 TO 4384CONSTANTE STEEL MEMB -1121 1122 1137 1138 1153 1154 1705 TO 1707 -2001 TO 2044 2049 TO 2056 2101 TO 2115 2117 TO 2120 2125 to 2132 -3001 TO 3028 3101 TO 3156 3201 TO 3224 3301 TO 3309 3311 TO 3319 -3321 TO 3329 3331 TO 3339 3341 TO 3349 3351 TO 3359 3361 TO 3369 -3371 TO 3379 3381 TO 3389 3391 TO 3399 3401 TO 3409 3411 TO 3419 -3421 TO 3429 3431 TO 3439 3501 TO 3515 3541 3547 TO 3559 -3562 TO 3565 3569 TO 3571 3574 3577 TO 3591 3595 3596 3606 3607 3609 -3610 3620 3621 3623 TO 3633 3637 3641 TO 3660 3663 TO 3738 -3741 TO 3743 3746 TO 3806 3808 TO 3815 3817 TO 3854 3857 TO 3859 -3861 TO 3863 3867 TO 3873 3965 TO 3989 3991 TO 4020 4022 TO 4051 -4053 TO 4213 4220 TO 4291 4322 TO 4384DENSITY STEEL MEMB -1121 1122 1137 1138 1153 1154 1705 TO 1707 -2001 TO 2044 2049 TO 2056 2101 TO 2115 2117 TO 2120 2125 to 2132 -3001 TO 3028 3101 TO 3156 3201 TO 3224 3301 TO 3309 3311 TO 3319 -3321 TO 3329 3331 TO 3339 3341 TO 3349 3351 TO 3359 3361 TO 3369 -3371 TO 3379 3381 TO 3389 3391 TO 3399 3401 TO 3409 3411 TO 3419 -3421 TO 3429 3431 TO 3439 3501 TO 3515 3541 3547 TO 3559 -3562 TO 3565 3569 TO 3571 3574 3577 TO 3591 3595 3596 3606 3607 3609 -3610 3620 3621 3623 TO 3633 3637 3641 TO 3660 3663 TO 3738 -3741 TO 3743 3746 TO 3806 3808 TO 3815 3817 TO 3854 3857 TO 3859 -3861 TO 3863 3867 TO 3873 3965 TO 3989 3991 TO 4020 4022 TO 4051 -4053 TO 4213 4220 TO 4291 4322 TO 4384POISSON STEEL MEMB -1121 1122 1137 1138 1153 1154 1705 TO 1707 -2001 TO 2044 2049 TO 2056 2101 TO 2115 2117 TO 2120 2125 to 2132 -3001 TO 3028 3101 TO 3156 3201 TO 3224 3301 TO 3309 3311 TO 3319 -3321 TO 3329 3331 TO 3339 3341 TO 3349 3351 TO 3359 3361 TO 3369 -3371 TO 3379 3381 TO 3389 3391 TO 3399 3401 TO 3409 3411 TO 3419 -3421 TO 3429 3431 TO 3439 3501 TO 3515 3541 3547 TO 3559 -3562 TO 3565 3569 TO 3571 3574 3577 TO 3591 3595 3596 3606 3607 3609 -3610 3620 3621 3623 TO 3633 3637 3641 TO 3660 3663 TO 3738 -3741 TO 3743 3746 TO 3806 3808 TO 3815 3817 TO 3854 3857 TO 3859 -3861 TO 3863 3867 TO 3873 3965 TO 3989 3991 TO 4020 4022 TO 4051 -4053 TO 4213 4220 TO 4291 4322 TO 4384BETA 90. MEMB 3569 TO 3571 3574 3577 TO 3580 3588 3623 3644 TO 3647 -3663 TO 3690 3714 TO 3717 3741 3742 3758 TO 3761 3776 TO 3801 -3803 TO 3806 4153 4154 4160 4169 4181 TO 4188 4191 TO 4205CONSTANTE CONCRETE MEMB 100 TO 114 200 TO 214 1001 TO 1056 1059 TO 1072 -1075 TO 1088 1091 TO 1104 1107 TO 1120 1123 to 1136 1139 to 1152 -
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
1155 to 1224 1501 TO 1515 1601 TO 1608 1705 TO 1707 2045 TO 2048 -2121 to 2124 2209 TO 2212 3217 to 3224 3519 TO 3540 -3542 TO 3546 3560 3561 3566 TO 3568 3661 3662 4214 TO 4219DENSITY CONCRETE MEMB 100 TO 114 200 TO 214 1001 TO 1056 1059 TO 1072 -1075 TO 1088 1091 TO 1104 1107 TO 1120 1123 to 1136 1139 to 1152 -1155 to 1224 1501 TO 1515 1601 TO 1608 1705 TO 1707 2045 TO 2048 -2121 to 2124 2209 TO 2212 3217 to 3224 3519 TO 3540 -3542 TO 3546 3560 3561 3566 TO 3568 3661 3662 4214 TO 4219POISSON CONCRETE MEMB 100 TO 114 200 TO 214 1001 TO 1056 1059 TO 1072 -1075 TO 1088 1091 TO 1104 1107 TO 1120 1123 to 1136 1139 to 1152 -1155 to 1224 1501 TO 1515 1601 TO 1608 1705 TO 1707 2045 TO 2048 -2121 to 2124 2209 TO 2212 3217 to 3224 3519 TO 3540 -3542 TO 3546 3560 3561 3566 TO 3568 3661 3662 4214 TO 4219SUPPORT*FROM SOILS REPORT FOR ZONE 12001 2029 2057 2085 2115 2145 2175 -2205 2235 2265 2295 -FIXED BUT MX kfz 18824 KFY 92778 KMZ 16192323 2351 fixed but kfy 139167 kfz 28179 kmx 2429 kmz 24292379 2407 2431 -2002 2030 2058 2086 2116 2146 2176 -2206 2236 2266 2296 -FIXED BUT MX kfz 18824 KFY 92778 KMZ 16192324 2352 fixed but kfy 139167 kfz 28179 kmx 2429 kmz 24292380 2408 2432 -FIXED BUT MX kfz 18824 KFY 92778 KMZ 1619* STRUCTURE A* STRUCTURES B AND C BASES2502 TO 2504 2560 TO 2565 2800 2806 2813 2816 2820 2824 -2831 FIXED BUT mx mz KFX 11765 KFY 59643. KFZ 117652460 TO 2463 2491 fixeD but mx mz KFX 11765 KFY 59643. KFZ 11765* STRUCTURE B AT ELEVATION2585 TO 2590 2601 2602 2606 2607 FIXED BUT FY MX MZ2490 2520 PINNEDLOAD 1 SELF WEIGHTSELFWEIGHT Y -1.*PILECAP DLJOINT LOAD2001 2002 2029 2030 2057 2058 2085 2086 2115 2116 2145 2146 2175 2176 -2205 2206 2235 2236 2265 2266 2295 2296 2379 2380 2407 2408 2431 2432 -FY -25.2323 2324 2351 2352 FY -75.*LOAD CASE 2 PAVING DL DELETED DUE TO INCLUSION OF GROUND BEAMLOAD 2 PAVING IMPOSEDMEMBER LOAD100 TO 114 200 TO 214 UNI GY -30.LOAD 3 PIPERACK LOADSMEMBER LOAD*ELEVATION +111.5002101 TO 2115 2117 TO 2132 3201 TO 3224 3562 TO 3565 4096 UNI GY -2.5*ELEVATION +108.2503101 TO 3156 3553 TO 3556 UNI GY -2.5*ELEVATION +105.7502001 TO 2056 3547 TO 3549 4278 UNI GY -2.5*ELEVATION +103.2503001 TO 3028 3551 3552 4256 4257 UNI GY -2.5*MAIN STEEL1501 TO 1515 1601 TO 1608 3501 TO 3515 3519 TO 3525 3536 3541 -3546 UNI GY -8.*INTERMEDIATE STEEL3301 3304 3307 3311 3314 3317 3321 3324 3327 3331 3334 3337 3341 3344 -3347 3351 3354 3357 3361 3364 3367 3371 3374 3377 3381 3384 3387 3391 -3394 3397 3401 3404 3407 3411 3414 3417 3421 3424 3427 3431 3434 3437 -3526 3529 3557 UNI GY -4.*STRUCTURE A
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
3581 TO 3586 UNI GY -2.3587 3589 3590 3654 3659 UNI GY -2.5*STRUCTURE B AND C3710 3711 3713 3719 3821 TO 3831 3857 3858 3868 4206 TO 4213 4228 -4237 TO 4241 4243 4246 4250 TO 4255 4260 4263 4281 UNI GY -2.53691 3701 3718 3774 3775 3808 TO 3815 3817 TO 3822 4159 4168 4224 -4249 4268 4269 4279 4280 4284 4286 UNI GY -2.*STRUCTURE DLOAD 4 PIPERACK WALKWAYMEMBER LOAD1705 1707 UNI GY -12.1706 UNI GY -24.2209 TO 2212 UNI GY -5.LOAD 5 ANCHORAGE LOADSMEMBER LOAD1501 TO 1515 1601 TO 1608 3501 TO 3515 3519 TO 3525 3536 3541 -3546 UNI GZ 0.9LOAD 6 AIRCOOLER LOADSMEMBER LOAD2209 2210 CON GY -130.1706 1707 CON GY -146. 4.1706 1707 CON GX 12. 4.JOINT LOAD2252 FY -276.2251 FY -130.2282 FY -146.2252 2282 FX 12.LOAD 7 PLATFORM LOADS*SVP PLATFORMMEMBER LOAD4084 UNI GY -3.753972 3973 UNI GY -18.753996 TO 3998 4024 TO 4026 UNI GY -30.4054 4055 UNI GY -20.254085 UNI GY -5.25*STRUCTURE A3624 TO 3626 3630 TO 3632 UNI GY -5.33627 TO 3629 UNI GY -10.6*STRUCTURE B3712 3867 UNI GY -12.53838 TO 3840 UNI GY -5.3843 3846 UNI GY -10.3725 3730 UNI GY -12.54152 4171 UNI GY -12.5 0. 3.JOINT LOAD2088 2500 FY -37.52501 FY -75.*STRUCTURE CMEMBER LOAD4229 4230 4266 4275 UNI GY -3.4273 4274 4277 UNI GY -6.LOAD 8 STAIR LOADSMEMBER LOAD3968 CON GY -5.7 6.334125 CON GY -4.9 0.973968 CON GY -23.4 7.254125 CON GY -26.8 1.893969 CON GY -24.1 2.653987 CON GY -22.2 5.553970 CON GY -30. 2.93989 CON GY -13.6 1.75JOINT LOAD2753 2755 2758 2764 FY -10.LOAD 9 PIPE LOADS OPERATION (VERTICAL)*SV PLATFORM
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
JOINT LOAD2729 FY -38.2912 FY -82.2911 FY -143.2908 FY -48.2913 FY -109.2910 FY -24.2909 FY -19.2905 FY -36.2923 FY -30.MEMBER LOAD4092 CON GY -55. 4.74056 CON GY -12. 3.844338 CON GY -109. 1.53996 CON GY -26. 2.024347 CON GY -28.4026 CON GY -25.5 0.484054 CON GY -25.5 2.024105 4134 CON GY -28. 1.2*STRUCTURE A3642 CON GY -40. 1.83642 CON GY -37.5 4.13606 3620 CON GY -38. 0.7*STRUCTURE B3726 CON GY -88.3673 CON GY -57.3843 CON GY -7. 4.83774 CON GY -16.3775 CON GY -36.3720 CON GY -20. 1.23749 CON GY -12.3724 CON GY -15.JOINT LOAD2514 FY -14.2618 FY -21.2537 FY -12.*STRUCTURE C2818 FY -25.2868 FY -37.2834 FY -36.MEMBER LOAD4189 CON GY -7.4264 CON GY -3.*STRUCTURE DLOAD 10 PIPE LOADS OPERATION (HORIZONTAL Z)JOINT LOAD2729 FZ 1.2912 FZ 25.2911 FZ 22.2908 FZ 15.2913 FZ 16.2910 FZ 23.2909 FZ 4.2905 FZ 3.2923 FZ 8.MEMBER LOAD4092 CON GZ 9. 4.74056 CON GZ 4. 3.844056 CON GZ 2. 2.494338 CON GZ 6. 1.53996 CON GZ 3. 2.024347 CON GZ 6.4026 CON GZ 7. 0.484054 CON GZ 7. 2.54105 4134 CON GZ 9. 1.2
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Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0
*STRUCTURE A3642 CON GZ 1. 1.83642 CON GZ 1. 4.13606 3620 CON GZ -2.5 0.7*STRUCTURE B3673 CON GZ 9.3843 CON GZ 1. 4.83774 CON GZ 2.53775 CON GZ 11.53720 CON GZ 3.5 1.2JOINT LOAD2618 FZ 9.2514 FZ 3.*STRUCTURE C2818 FZ 7.2868 FZ 32.*STRUCTURE DLOAD 11 PIPE LOADS OPERATION (HORIZONTAL X)JOINT LOAD2729 FX 10.2912 FX 11.2911 FX 20.2908 FX 12.2913 FX 11.2910 FX 14.2909 FX 3.2905 FX 6.2923 FX 2.MEMBER LOAD4092 CON GX 5. 4.74056 CON GX 8. 3.844338 CON GX 2. 1.53996 CON GX 7. 2.024347 CON GX 1.4026 CON GX 3. 0.484105 4134 CON GX 9. 1.2*STRUCTURE A3642 CON GX 3.9 1.83642 CON GX 3.7 4.13606 3620 CON GX 2.6 0.7*STRUCTURE B3673 CON GX 13.3843 CON GX 2. 4.83774 CON GX 2.83775 CON GX 7.83720 CON GX 5.5 1.2JOINT LOAD2618 FX 5.2514 FX 3.*STRUCTURE C2818 FX 2.2868 FX 8.LOAD 12 PIPE LOADS TESTJOINT LOAD2729 FY -92.2912 FY -124.2911 FY -182.2908 FY -67.2913 FY -146.2910 FY -100.2909 FY -46.2905 FY -34.2920 FY -100.2923 FY -94.MEMBER LOAD
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RTMRTM EngineeringCalculationsClient Getrich Development Use in correspondences
Project Deepdown Sands 234 010455Location Up in the North Dept Job Reference
Subject Foundation for Piperack Design Doc No P23-00455-C103A Rev 0