2.0
“CALCULATIONS ”: INDEX
I
TEMD
ESCRIPTIONS
HEETT
AB2.0
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
2.1
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 4576
Safety Valve Platform
E
Shading indicate Platforms Bold Lines refer to RC sections
y x z
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 70 0 x 70 0
0
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.
2.4
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
2.
UDL applied = 3 x 10 kN/m = 30 kN/m.
Location
Joints
(In STAAD-III)No of
Piles
Pilecap
DL
KN
Paving
DL
kN
E.1471
2001
2002
2
25
135
E.1477
2029
2030
2
25
135
E.1483
2057
2058
2
25
135
E.1489
2085
2086
2
25
135
E.1495
2115
2116
2
25
135
E.1501
2145
2146
2
25
135
E.1507
2175
2176
2
25
135
E.1513
2205
2206
2
25
135
E.1519
2235
2236
2
25
135
E.1525
2265
2266
2
25
135
E.1531
2295
2296
2
25
135
E.1537
2323
2324
4
75
135
E.1543
2351
2352
4
75
135
E.1549
2379
2380
2
25
135
E.1555
2407
2408
2
25
135
E.1561
2431
2432
2
25
135
In STAAD III input file, refer to Load Case 1 Selfweight (inc. Pilecap and Paving DL )
Load Case 2 Imposed Paving Loads
Centreline of Piperack in Unit 10400/10500 CJ CJ Ground-bearing slab 350 mm 300 mm Paving Piperack Column Pilecap Pile EJ EJ - Expansion Joint CJ – Construction Joint EJ EJ EJ EJ EJ EJ EJ EJ E 1471 E 1561 N 4561 N 4571 2001 2029 2057 2085 2115 2145 2175 2205 2235 2265 2295 2323 2351 2379 2407 2431
2.5
SUPPORT STIFFNESS
No. of Piles 1 2 4
Pilecap Capacity (kN) 835 1020 1670 2040 3340 4080
Lateral Capacity (kN) 40 80 160
Pile Head Disp.(mm) V 14 10 18 13 24 17
Free Head Disp. (mm) H 3.4 3.4 3.4 3.4 3.4 3.4
Effectiveness 1.00 1.00 1.25 1.25 1.67 1.67 Stiffness/pile (MN/m) V 59.6 102.0 46.4 78 34.8 60.0 H 11.8 11.8 11.8 11.8 11.8 11.8 S T A A D -I II KFX kN/m 11765 11765 18824 18824 28179 28179 KFY kN/m 59643 83500 92778 128462 139167 196471 KFZ kN/m 11765 11765 18824 18824 28179 28179 KMX kNm/deg - - - - 2429 4189 KMY kNm/deg 411 411 1642 1642 KMZ kNm/deg - - 1619 2739 2429 4189
The effectiveness relates to the pile group behaviour relative to the single pile results
THE PIPERACK
Transverse sections, E. 1471 to E. 1561 Uniformly Distributed Load (UDL) On main sections
UDLpr = 2/3 x 6 m x 3.0 kN/m² = 12.0 kN/m
On intermediate sections
UDLpr = 1/3 x 6 m x 3.0 kN/m² = 6.0 kN/m
Walkway at TOC EL +114.000, E. 1513 to E.1525
UDLpr = 8./10 x 3 x (4.0 + 1.0) = 12.0 kN/m
Longitudinal elevations, N. 4571 and N. 4561
UDLpr = 1/4 x 10 x 1.5 = 3.75 kN/m
Walkway at TOC EL +114.000, E. 1471 to E.1441
UDLpr = 1x (4.0 + 1.0) = 5.0 kN/m
Anchorage Forces carried on main RC beams in Z-direction
on main sections at TOC EL+104.500, +107.00 and +110.250
UDLa = 0.15 kN/m² x 6 = ± 0.9 kN/m
Pipe Support Loads
Operation Test Node Fx kN kNFy KNFz FykN P ip er ac k 358 ±11 -29 ±12 -75 380 ±3 -17 ±4 -57 390 ±4 -42 ±12 -60 420 ±6 -26 ±5 -57 430 ±2 -16 ±3 -52
Table 1: Pipe Support Loads
Elevation on N4561 and N4571
For Pipe support nodes (only on N.4561) refer to Table 1 In STAAD III input file, refer to Load 3 Piperack Loads
Load 4 Piperack Walkway Load 5 Anchorage Loads
For Steel Structure loading refer to section 2.8.3 TOC EL +110.250 TOS EL +107.000 TOC EL +104.500 y x UDL 12 kN/m UDL 12 kN/m
Typical Transverse Section
PS node 358 on E.1537.0 refer to Table 1
UDL 12 kN/m
358
For Steel Structure loading refer to section 2.8.1 y z TOC EL +114.000 TOC EL +111.500 TOS EL +108.250 TOC EL +105.750 TOS EL +103.250 HPP EL +100.000
For Aircooler Loads refer to section 2.7 E 1471 UDL 3.75 kN/m UDL 3.75 kN/m UDL 3.75 kN/m UDL 5 N/m E 1561 E 1513 UDL 3.75 kN/m For Steel Structure loading refer to section 2.8.2
420 430 380 390
Longitudinal Beams TOS EL +111.500 TOS EL +108.250 TOS EL +105.750 TOS EL +103.250 HPP EL +100.000 E 1471 1513E E 1561 Piperack Layers TOC EL +110.250 TOS EL +107.000 TOC EL +104.500
UDL based on 3.0 kN/m2 Operation
(50% for Erection )
10
m
Plan on Pipe Layer TOS EL +110.250
L/3 2L/3
Concrete beam to main frame (typ)
Intermediate Steel (typ) Piperack Columns (typ)
6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m 6 m (L) 10 m ( S )
Plan on Longitudinal beams at TOS EL +111.250
S/4 Longitudinal Beams (typ)
UDL = 3.75 kN/m Operation 1.9 kN/m Erection
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
2.7 THE AIRCOOLERS
Equipment E-10172
Operation/Test Load on columns (including perimeter walkway)
Point loads, F
y12.0 x 1.5 x 5 + 3.5 x 1.2 x (5 + 3 +1.5) =130 kN
Equipment E-10174
Point loads, F
y12.0 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, F
x2 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
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.
H E 2 80 A HE300A HE240A HE240A HE220A (typ) H E 28 0 A 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 Fv = 28 kN Fh =0.3 Fv Test Fv = 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
H E 28 0 A H E 2 80 A H E 2 80 A H E 2 80 A
HE280A HE220A HE280A
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 H E 28 0 A 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
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/m2
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 Σ 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 Σ 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 Σ 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 Σ 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 Σ 23.4 5.0 x 0.55 x 0.75 2.1 5.0 x 1.74 x 0.75 6.5 Σ 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 Σ 5.7 Σ 4.9
Table 3 : Stair Loads on N.4561.0
Note: Imposed load on Landing = 2.5 kN/m2
Imposed Load on Stairs = 4 kN/m2
Operation Test Node Fx kN Fy kN Fz KN Fy kN S af et y V al ve P la tf or m 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)
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 S up po rt S tr uc tu 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 -31.0Table 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 H E 22 0 A H E 2 20 A 6000 N. 4561 H E 1 60 A H E 20 0 B H E 2 00 B H E 20 0 B H E 28 0 A E. 1577 H E 22 0 A H E 22 0 A H E 22 0 A 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
H E 22 0 A H E 2 20 A H E 2 20 A H E 22 0 A E. 1571 6000 6000 6000 H E 1 60 A Elevation on N. 4555 A B C D IPE160 (typ)
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 H E 3 00 A H E 3 00 A HE300A HE140A H E 3 40 A 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
Operation Test Node Fx kN Fy kN Fz kN Fy kN S up po rt S tr uc tu re B 25 ±13 -57 ±9 -130 140 ±2 -7 ±1 -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 S up po rt S tr uc tu 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)
2.9
WIND LOADING
Solidity ratio,
φ
= Area of members/Area of frame
Spacing ratio
σ
= column centres in direction of wind/frame span
Shielding factor
α
can be read from the table
φ
0.1
0.2
0.3
0.4
0.5
0.6
0.8
1.0
σ
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
φ
and
σ
Steel columns assumed as HE240A,
C
f=2.0 (on flange)
Steel beams longitudinal assumed at 300 mm deep,
C
f=1.6 (on web)
Concrete columns 700 mm square,
C
f= 2.0
Design Wind pressure at height z, p
z= q
avex C
fx K
Where q
ave= 0.637 x U
z2and U
z= F x V
10x ( z/10)
1/γNote: V
10= 18 m/s
From Table 1, Appendix 1 to DEP 34.00.01.30
for Category 3, F =1.6 and
γ
= 8
Z
U
zq
avem
m/s
KN/m
2Up 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.
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
Σ
26.8 m²
φ
= 26.8/77.4 = 0.346
σ
= 10.0/6.0 = 1.67
α
= 0.60
Uniformly distributed wind load are applied for each frame with the shielding factor
applied for the leeward frames.
At pipe levels take q
ave= 0.55 kN/m²
q
w= (1.6 h
b+ 0.8 h
w) q
avecheck also h
w+ h
b< h
maxwhere h
w= 0.75 + 10 x tan 10
o= 2.51 m
h
b= 0.700 (RC) or 0.240 (Steel)
h
max= 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 q
avex C
fFrame 1
Frame 2
(Frame 1 x 0.60)
Item
kN/m kN/mSteel 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
Q
y= 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
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
φ
= 46.02/377 = 0.106
σ
= 10.0/6.0 = 1.667
α
= 1.00
take q
ave= 0.62 kN/m
2Q = 46.0 x 0.62 x 2.0 x (1.0 + 1.0) = 114 kN
At each support, on piperack Q
x= 114 / (2 x 8 ) =
±
7.1 kN
Allow for Pipe level 129.750 say q = 1 kN/m
At structure corner facing wind
Q
x= 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
φ
= 13.6/226.6= 0.06
σ
= 5.0/6.0 = 0.83
α
= 1.00
take q
ave= 0.62 kN/m
2Q = 13.6 x 0.62 x 2.0 x (1.0 + 1.0) = 34 kN
At each structure corner and support facing wind
Q
x= 34 / 4 =
±
14 kN
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
Σ
35.7 m²
φ
= 35.7/123.6 =0.29
σ
= 6.0/10.0 = 0.6
α
= 0.60
Pipe layers take q
ave= 0.55 kN/m² , use F
w=0.3 ( h
b+ h
p) x L x p
wAt +114.500 F
w= 0.3 ( 0.9 + 0.75) x 6 x 0.55 /2 = 0.82 kN per joint
At +117.000 F
w= 0.3 ( 0.4 + 0.75) x 6 x 0.55 /2 = 0.57 kN per joint
At +110.250, F
w=0.82 kN per joint
These are applied to piperack
Main piperack structure take q
ave= 0.58 kN/m²
Item
Size x q
avex C
fFrame 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
Q
y= 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
φ
= 25.0/205.1 = 0.121
σ
= 6.0/10.0 = 0.6
α
= 0.91
take q
ave= 0.62 kN/m
2Q = 25.0 x 0.62 x 2.0 x (1.0 + 0.91 + 0.91 + 0.91) = 116 kN
At each support, on piperack Q
z= 116 / (2 x 8 ) =
±
7.3 kN
Allow for Pipe level 129.750 say q = 1 kN/m
At structure corner facing wind
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 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
2.11
PILE LOAD SUMMARY
Erection Operation Test
Joint 31 32 41 42 51 52 V H V H V H V H V H V H N .4 56 1 E. 1471 2001 238 3 240 12 342 5 322 20 343 6 340 9 E. 1477 2029 268 8 307 12 454 12 460 19 454 1 460 9 E. 1483 2057 273 15 305 12 463 19 461 19 459 3 459 8 E. 1489 2085 279 1 305 12 465 3 458 21 459 5 461 10 E. 1495 2115 270 3 302 12 438 3 449 21 431 3 438 9 E. 1501 2145 276 7 302 12 466 7 456 21 466 1 468 9 E. 1507 2175 275 7 303 12 456 6 456 21 453 1 456 9 E. 1513 2205 311 9 333 12 527 8 519 21 525 1 522 9 E. 1519 2235 384 17 417 11 646 17 649 20 645 7 646 6 E. 1525 2265 319 16 348 11 542 17 541 20 545 7 544 6 E. 1531 2295 318 17 336 12 513 24 499 21 595 6 589 8 E. 1537 2323 207 8 195 9 319 12 272 15 402 1 379 7 E. 1543 2351 200 8 285 9 382 13 475 16 389 2 414 6 E. 1549 2379 287 16 344 13 533 21 561 21 559 4 573 10 E. 1555 2407 271 8 301 13 455 7 451 22 453 1 456 10 E. 1561 2431 231 3 257 13 339 4 358 22 331 3 341 10 N .4 57 1 E. 1471 2002 242 8 238 11 346 10 320 19 347 9 337 8 E. 1477 2030 328 22 336 11 557 28 536 22 533 15 521 8 E. 1483 2058 337 26 314 12 574 32 519 22 548 18 523 9 E. 1489 2086 307 12 323 11 517 14 503 20 506 10 498 8 E. 1495 2116 307 14 314 12 497 15 473 20 486 11 474 8 E. 1501 2146 313 19 308 12 498 20 463 20 480 14 463 9 E. 1507 2176 316 19 309 12 502 20 465 21 484 14 465 9 E. 1513 2206 367 20 347 12 591 21 540 21 570 14 545 8 E. 1519 2236 520 28 497 15 792 31 747 24 758 22 733 14 E. 1525 2266 450 28 417 15 708 31 637 24 680 22 647 15 E. 1531 2296 393 28 322 13 680 38 580 26 664 20 615 11 E. 1537 2324 262 14 195 8 446 20 358 17 464 9 417 5 E. 1543 2352 252 14 280 9 492 21 529 18 433 10 439 6 E. 1549 2380 399 28 363 12 727 35 666 25 696 18 664 9 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
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
Allow able axial force (kN)
A llo w ab le m o m en t (k N m ) 0 10 20 30 40 50 60 70 80 90 A llo w ab le h o ri zo n ta l f o rc e (k N )
The maximal pile forces are within the above shown limits.
F
max= 700 kN with a horizontal force of 38 kN.
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 0The 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
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
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
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
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
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
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
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
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 *UPDATED FOR BRITISH SECTIONS
*26 October pile stiffnesses revised. UNIT METER KNS JOINT COORDINATES 2001 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 67.5 2923 8.73 29.58 70.5; 2924 5.535 29.58 63.; 2925 5.535 29.58 69. MEMBER INCIDENCES 100 2001 2029; 101 2029 2057; 102 2057 2085; 103 2085 2115 104 2115 2145; 105 2145 2175; 106 2175 2205; 107 2205 2235 108 2235 2265; 109 2265 2295; 110 2295 2323; 111 2323 2351 112 2351 2379; 113 2379 2407; 114 2407 2431; 200 2002 2030 201 2030 2058; 202 2058 2086; 203 2086 2116; 204 2116 2146 205 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 2912 4376 2925 2907; 4377 2908 2919; 4378 2919 2733; 4379 2911 2919 4380 2919 2718; 4381 2911 2918; 4382 2918 2748; 4383 2912 2918 4384 2918 2733
MEMBER PROPERTY EUROPEAN
100 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 0.7 1501 TO 1515 1601 TO 1608 3519 TO 3525 3536 -3546 PRI YD 0.9 ZD 0.7 2045 TO 2048 2121 to 2124 PRI YD 0.8 ZD 0.6 MEMBER PROPERTY BRITISH
3999 4000 4027 4028 4326 TO 4329 4332 TO 4335 TABLE ST UB610X305X149 1705 TO 1707 2209 to 2212 -3501 TO 3515 3541 3775 TABLE ST UB533X210X101 4199 TO 4203 4336 TO 4339 4344 4346 4347 4350 TO 4352 -4353 TABLE ST UC305X305X118 1121 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
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 UC254X254X73 3569 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 UC203X203X52 3624 TO 3632 TABLE ST UC203X203X60 3001 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 UC203X203X46 3633 3637 3652 3653 3656 3660 TABLE ST CH200X75X23 4090 4091 4093 TO 4095 4097 TO 4103 4124 4128 TO 4131 4133 4282 4288 -4340 TO 4343 4345 4348 4349 4366 4368 TABLE ST UC203X203X46 3588 3691 TO 3709 3748 3749 4159 4258 TO 4263 4323 TABLE ST UC152X152X30 3722 3723 3743 3762 TO 3773 3832 TO 3837 3841 3842 3869 4157 4158 -4164 TO 4168 4170 4190 4226 4291 TABLE ST UC152X152X23 4108 TO 4123 4135 TO 4150 TABLE ST UA120X120X10 3731 TO 3738 3847 TO 3854 3859 3861 TO 3863 TABLE ST UA100X100X8 3870 TO 3873 4173 TO 4180 4369 TO 4376 TABLE ST UA100X100X8 4106 4107 4126 4127 4377 TO 4384 TABLE ST UA100X100X8 4354 TO 4365 TABLE ST UA80X80X8 3750 TO 3757 TABLE ST UA80X80X8 MEMBER RELEASE 3001 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 MZ 2001 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 MZ 2002 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 MZ 2029 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 MZ 2030 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 *3904 3001 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
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 MZ 4206 4237 START FZ MY MZ 3867 3868 4152 END FZ MY MZ 4068 4071 START MY MZ 4069 4072 END MY MZ 104 111 208 START MZ 201 END MZ MEMBER TRUSS 3697 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 4384 CONSTANT E 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 4384
DENSITY 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 4384
POISSON 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 4384
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 4219
DENSITY 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 4219
POISSON 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 4219 SUPPORT
*FROM SOILS REPORT FOR ZONE 1
2001 2029 2057 2085 2115 2145 2175 2205 2235 2265 2295
-FIXED BUT MX kfz 18824 KFY 92778 KMZ 1619
2323 2351 fixed but kfy 139167 kfz 28179 kmx 2429 kmz 2429 2379 2407 2431
2002 2030 2058 2086 2116 2146 2176 2206 2236 2266 2296
-FIXED BUT MX kfz 18824 KFY 92778 KMZ 1619
2324 2352 fixed but kfy 139167 kfz 28179 kmx 2429 kmz 2429 2380 2408 2432
-FIXED BUT MX kfz 18824 KFY 92778 KMZ 1619 * STRUCTURE A
* STRUCTURES B AND C BASES
2502 TO 2504 2560 TO 2565 2800 2806 2813 2816 2820 2824 -2831 FIXED BUT mx mz KFX 11765 KFY 59643. KFZ 11765
2460 TO 2463 2491 fixeD but mx mz KFX 11765 KFY 59643. KFZ 11765 * STRUCTURE B AT ELEVATION
2585 TO 2590 2601 2602 2606 2607 FIXED BUT FY MX MZ 2490 2520 PINNED
LOAD 1 SELF WEIGHT SELFWEIGHT Y -1. *PILECAP DL JOINT LOAD 2001 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 BEAM LOAD 2 PAVING IMPOSED
MEMBER LOAD
100 TO 114 200 TO 214 UNI GY -30. LOAD 3 PIPERACK LOADS
MEMBER LOAD *ELEVATION +111.500 2101 TO 2115 2117 TO 2132 3201 TO 3224 3562 TO 3565 4096 UNI GY -2.5 *ELEVATION +108.250 3101 TO 3156 3553 TO 3556 UNI GY -2.5 *ELEVATION +105.750 2001 TO 2056 3547 TO 3549 4278 UNI GY -2.5 *ELEVATION +103.250 3001 TO 3028 3551 3552 4256 4257 UNI GY -2.5 *MAIN STEEL 1501 TO 1515 1601 TO 1608 3501 TO 3515 3519 TO 3525 3536 3541 -3546 UNI GY -8. *INTERMEDIATE STEEL 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 -3526 3529 3557 UNI GY -4. *STRUCTURE A