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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

  • 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 2 of 42

    RTM

    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

  • 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 3 of 42

    RTM

    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

  • 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 4 of 42

    RTM

    LOADING

    2.3.1 Pipe Loads UDL Piping loads Empty Operation Test Transverse TOC EL +104.500 1.5 kN/m 3.0 kN/m 3.0 kN/m TOS EL +107.500 1.5 kN/m 3.0 kN/m 3.0 kN/m TOS EL +110.500 1.5 kN/m 3.0 kN/m 3.0 kN/m Longitudinal TOC EL +103.250 0.75 kN/m 1.5 kN/m 1.5 kN/m TOS EL +105.750 0.75 kN/m 1.5 kN/m 1.5 kN/m TOC EL +108.250 0.75 kN/m 1.5 kN/m 1.5 kN/m TOC EL +111.500 0.75 kN/m 1.5 kN/m 1.5 kN/m Anchorage Loads (5% Operation Pipe Load) TOC EL +104.500 - 0.15 kN/m - TOS EL +107.500 - 0.15 kN/m - TOS EL +110.500 - 0.15 kN/m - 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/m 1.0 kN/m 1.0 kN/m Imposed load - 4.0 kN/m 4.0 kN/m 2.3.2 The Aircoolers Selfweight 10.0 kN/m 10.0 kN/m 10.0 kN/m Operating load 2.0 kN/m Horizontal load 2.0 kN/m Perimeter Access Walkway Dead load 1.0 kN/m 1.0 kN/m 1.0 kN/m Imposed load - 2.5 kN/m 2.5 kN/m 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.

  • 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 5 of 42

    RTM

    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 2351 2407 2431 2323

    2379

  • 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 6 of 42

    RTM

    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

    TA

    AD

    -III

    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

    In some instances KFX and/or KFZ may be considered fixed, due to restraining effects of the paving.

  • 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 7 of 42

    RTM

    THE PIPERACK Transverse sections, E. 1471 to E. 1561 Uniformly Distributed Load (UDL) On main sections UDL

    pr = 2/3 x 6 m x 3.0 kN/m = 12.0 kN/m

    On intermediate sections UDL

    pr = 1/3 x 6 m x 3.0 kN/m = 6.0 kN/m

    Walkway at TOC EL +114.000, E. 1513 to E.1525 UDL

    pr = 8./10 x 3 x (4.0 + 1.0) = 12.0 kN/m

    Longitudinal elevations, N. 4571 and N. 4561 UDL

    pr = 1/4 x 10 x 1.5 = 3.75 kN/m

    Walkway at TOC EL +114.000, E. 1471 to E.1441 UDL

    pr = 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 an