304540999 Pipe Support Design Calculation Report 1

PROJECT TITLE:

OKI / OZIENGBE SOUTH FLOWLINES EPCI PHASE 1 PROJECT DOCUMENT DOCUMENT NUMBER: OKOS-DML-FWL-ST-EC-01-0002

�� Contract No:

DOCUMENT TITLE:

PIPE SUPPORT DESIGN CALCULATION REPORT

A01

09/05/14

Issued for Review

TED N.

CYRIL N

Rev

Date

Description

Prepared

Checked

Approved

PROJECT TITLE:


�� Contract No:

REVISION HISTORY

REV NO.

DATE

SECTION OR PAGES, REVISED

DESCRIPTION OF CHANGE

PROJECT TITLE:


�� Contract No:

TABLE OF CONTENTS

1.0

INTRODUCTION ...................................................................................................... 5 1.1

BACKGROUND INFORMATION ................................ ............................................... ............................... ........................... ........... 5

2.0

PROJECT DESCRIPTION ....................................................................................... 5

3.0

SCOPE ..................................................................................................................... 7

4.0

5.0

6.0

3.1

.............................................. ............................... ............................... ................................ ............................. ............. 7 DEFINITIONS ..............................

3.2

.............................................. ................................. .............................. .............................. ...................... ...... 8 ABBREVIATIONS .............................

3.3

............................................... ........... 8 SPECIFICATIONS, CODES AND STANDARDS. ....................................

3.4

..................................... .......... 9 EUROCODES AND INTERNATIONAL STANDARDS ...........................

3.5

.............................................. .............................. .............................. .................... .... 10 ORDER OF PRECEDENCE ..............................

GENERAL DESIGN SPECIFICATIONS ...................... ...................... .................... 11 4.1

DESIGN LIFE ............................. ............................................. ................................ .............................. ............................... .......................... ......... 11

4.2

DESIGN REQUIREMENT ............................ ............................................ ................................ .............................. ...................... ........ 11

4.3

ENVIRONMENTAL DATA ................................. ................................................. .............................. .............................. .................... .... 11

4.4

GEOTECHNICAL DATA AND DESIGN PARAMETERS ............................. ................................ .... 11

DESIGN LOADS AND LOAD COMBINATIONS.................... ...................... .......... 13 5.1

PERMANENT LOAD .............................. ............................................. ............................... ................................ ........................... ........... 13

5.2

VARIABLE AND OPERATING LOAD ............................ ............................................ ............................... ............... 13

5.3

ENVIRONMENTAL LOAD ............................. ............................................. ................................ ............................... ................. .. 13

5.4

DYNAMIC LOAD ............................... ............................................. .............................. ................................. ............................... ................ .. 13

5.5

EARTHQUAKE LOAD ............................. ............................................. ............................... ............................... ......................... ......... 13

5.6

THERMAL LOADS .............................. .............................................. .............................. .............................. ............................... ............... 13

5.7

EXPLOSION AND IMPACT LOADS ............................. .............................................. ............................... ................ .. 13

5.8

LOADS DURING ERECTION AND MAINTENANCE .............................. .................................. .... 13

5.9

LOAD COMBINATIONS ............................ ............................................ ................................ .............................. ...................... ........ 13

DESIGN CALCULATION C ALCULATION METHOD .................... ...................... ...................... ....... 14 6.1

7.0

DESIGN APPROACH .............................. .............................................. ............................... ............................... ......................... ......... 14

4’’ PIPE SUPPORT FOUNDATION DESIGN ...................... ...................... ............. 15 7.1

GENERAL SKETCH AND PIPE LOADING .............................. .............................................. .................... .... 15

7.2

4’’ PIPE SUPPORT WIND LOADING ............................. ............................................. ............................... ............... 17

7.3

4’’ PIPE SUPPORT STRUCTURAL ANALYSIS ............................... .......................................... ........... 19

PROJECT TITLE:


�� Contract No:

7.4 4’’ PIPE SUPPORT BASE PLATE, CONNECTIONS AND FOUNDATION ........................................... .............................. ................................ ................................. ............................... .............................. .................... .... 20 DESIGN ............................. 8.0

CONCLUSION................... ...................... ..................... ...................... .................... 28 28

PROJECT TITLE:


1.0

INTRODUCTION

1.1

BACKGROUND INFORMATION

�� Contract No:

Oki/Oziengbe South field straddles NPDC OML 111 and Enageed Resource Limited OPL 274 in the onshore terrain of the Northern depo belt of Niger Delta basin of Edo State. It is located at approximately 18km west of Nigerian Petroleum Development Company (NPDC) Oredo field.

As part of the 2013 drilling campaign on the field, 2 wells were drilled, with Oki/Oziengbe South 4 (OKOS 004) completed as dual selective and Oki/Oziengbe South 5 (OKOS 005) yet to be completed, but planned as a dual zone completion. .

2.0

PROJECT DESCRIPTION

The project scope of works for the Oki/Oziengbe flowline EPCI Phase 1 project involves the Engineering, Engineering, Procurement of materials, Execution of f our (4) flowlines Construction, Installation and Commissioning of the flowlines system. The boundary of the scope of works shall be from the two (2) dual completed wells choke box flanges to the existing inlet m anifold at the Oziengbe South flow station. The inlet manifold of the Oziengbe South flow station shall be extended with additional 4 ligaments to cater for the 4 f lowlines.

The OKOS 004 flowlines shall be hooked up and commissioned while OKOS 005 will be blinded off at the wellheads cellar awaiting the well completion but installed to the existing inlet manifold at the Oziengbe South flow station

a.

Development of PFDs, P&ID's, and complete multi-disciplinary engineering design package covering, but not limited to, design of four Flow lines system which are to be hooked up to the existing inlet manifold skid at the Oziengbe South Flow Station from two (2) wellheads namely Oki / Oziengbe South 4 and Oki / Oziengbe South 5, foundations, structures, and ensuring compatibility with overall contract objectives.

b.

Preparation of all calculations and all general and detailed designs and drawings required to re-engineer, re-engineer, fabricate, construct and commission the flow lines.

c.

Preparation of Material Take off (MTO), specifications, data sheets and the supply of all materials, plant and equipment required for the works.

PROJECT TITLE:


d.

�� Contract No:

Preparation of planning schedules and programmes covering every aspect of the contract using a computer programme, which allows for critical path analysis, updating and rescheduling. This programme shall be submitted to the Engineer within 15 days of issue of the Letter of intent, and up-dated as required thereafter.

e.

Construction of all temporary and permanent installations, facilities, structures, flowlines, and all other such things as may be necessary for the fulfilment of the contract.

f.

Preparation of Pre-commissioning Pre-commissioning and Commissioning Manuals giving procedures, instructions and details for the operation and maintenance of all flow line provided under the contract.

k.

Testing, commissioning and start-up of the Works shall be, as far as is possible, integrated with the overall commissioning of the project.

PROJECT TITLE:


3.0

�� Contract No:

SCOPE

The general civil/structural scope for the detailed design works includes the design of the f ollowing:  Civil

plot plan

 Steel

structural Analysis for pipe support structural members.

 Concrete

foundation design calculation and detailed drawings for supports.

 Foundation

Design calculation report and detailed drawings for Inlet Manifold skid

 Foundation

Design calculation report and detailed drawings for Chemical Injection

skid  Material

3.1

Take off

DEFINITIONS OWNER:

The party that initiates the project and ultimately pays for its design and construction; in this case, ENAGEED “Company”

PROJECT:

Oki Oziengbe South 4 and 5 Flowlines EPCI Project

CONTRACTOR:

The party that carries out the Engineering, Procurement and Construction of the project; that is DONMAC Limited

VENDOR:

The party that manufactures and supplies equipment and services to perform the duties specified by Contractor

SHALL:

This indicates a mandatory requirement. requirement.

SHOULD:

This indicates a preferred (but not mandatory) course of action.

MAY:

This indicates a possible course of action.

PROJECT TITLE:


3.2

�� Contract No:

ABBREVIATIONS

The following abbreviations will be used:

3.3

DEP

Design and Engineering Practice

EN

European Norms

EPIC

Engineering, Engineering, Procurement, Installation and Commissioning

SPECIFICATIONS, CODES AND STANDARDS

OKOS-DML-FWL-CV-SPC-01-0001 OKOS-DML-FWL-CV-SPC-01-0001

Specification for Concrete Works.

OKOS-DML-FWL-CV-SPC-01-0002 OKOS-DML-FWL-CV-SPC-01-0002

Specification for foundation works

DEP 34.19.20.31-Gen

Reinforced Concrete Structures

DEP 34.00.01.30 -GEN

Structural Design and Engineering

DEP 34.28.00.31 - GEN

Steel Structures

DEP 34.11.00.12 - GEN

Geotechnical and Foundation Engineering

AWS D1-1 EN 1990 EN 1991

Structural welding Code for fixed offshore structures Basis of Engineering Design Action on structures

EN 1992

Design of Concrete structures

EN 1993

Design of Steel structures

EN 1997

Geotechnical design

PROJECT TITLE:


3.4

�� Contract No:

EUROCODES AND INTERNATIONAL STANDARDS Code / Standard

Titles

ANSI/AISC 360-05

Specification for Structural Steel Building

ANSI/AWS A2.4

Standard Symbols for Welding, Brazing and Non-Destructive Examination

AWS A3.0

Standard Welding Terms and Definitions

AWS D1.1

Structural Welding Code, American Welding Society

EN 1991

Eurocode 1. Actions on Structures

EN 1992

Eurocode 2. Design of Concrete Structures.

EN 1993

Eurocode 3. Design of Steel Structures.

EN 1997

Eurocode 7. Geotechnical Design

EN-1665

Hexagon Bolts with Flange, Heavy Series.

EN-1662

Hexagon Bolts with Flange, Small Series.

EN 10025

Hot Rolled Products of Non-alloy Structural Steels – Technical Delivery Conditions

EN 10210:

Hot Finished Structural Hollow Sections of Non-alloy and Fine Grain Structural Steels, Part 1: Technical Delivery Conditions

PROJECT TITLE:


3.5

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ORDER OF PRECEDENCE

The regulations, codes and standards listed shall be applied in the following order of priority: •

Nigerian National Standards

•

Project Specification

•

Shell DEPs'

•

International Codes and Standards

•

Industry Standards.

PROJECT TITLE:


4.0

�� Contract No:

GENERAL DESIGN SPECIFICATIONS

4.1

DESIGN LIFE

Major structural elements of the civil structures shall be designed for a minimum effective life of 25 years.

4.2

DESIGN REQUIREMENT

Material Properties Structural Concrete Strength Strength 25N/mm2 Concrete Modulus of Elasticity

30000 N/mm2

Poisson’s Ratio

0.3

Structural Concrete Grade

C25/C30

Blinding Concrete Grade

C16/C20

Density of concrete

25 KN/m3

Yield Strength of Steel Reinforcement 4.3

410 N/mm2

ENVIRONMENTAL DATA

Air Temperature and Humidity Mean minimum min imum temperatu temp erature re

: 23°C (73°F) (73°F)

Minimum ambient Temperature

: 18°C (65°F)

Mean maximum ambient Temperature

: 29.5°C (88°F)

Peak ambient ambi ent temperat temp erature ure

: 35°C (106° (106 °F)

Humidity

: 100%

Wind Data Wind Speed (Max)

: 128Km/hr

Rainfall Heavy rainfall can be expected in the wet season during months of April through October. Average annual rainfall Mean max. Hourly rainfall

4.4

: 3800mm : 100mm

GEOTECHNICAL DATA AND DESIGN PARAMETERS

Oki/ Oziengbe Flow Line EPIC Phase 1 Project Inlet manifold skid foundation design is based on the geotechnical Investigation report for the Oziengbe south Flow Station.

PROJECT TITLE:


�� Contract No:

Water table was located at a depth depth of 7.9m (HWL). 2.0m (LWL) being more more critical was however assumed for this design.

General stratigraphy of the bore hole is shown below;

Number Description of soil type

1 2

Layer Thickness (m)

Dark Brown Clayey top soil Sandy Firm Yellowish Brown Clay

0-0.4 0.4-5

Soil Properties

γ (KN/m3 ) NA 17.5

φ'k (Degs) NA 8

Table 1.0: General Stratigraphy

γ Φ'k

= =

weight density Angle of shearing resistance in terms of effective stress

cu

=

undrained shear strength

w

=

Moisture content

NA

=

Not Available

cu (KN/m2 ) NA 44

(%) NA NA

PROJECT TITLE:


5.0

�� Contract No:

DESIGN LOADS AND LOAD COMBINATIONS

Refer to Shell DEP 34.00.01.30 - Gen, EN 1993 – Eurocode 3 and to the following:

5.1

PERMANENT LOAD

Comprises self-weight of the foundation f oundation structure and other permanent loads.

5.2

VARIABLE AND OPERATING LOAD

Comprises imposed, other functional and operating loading applied in consideration of the usage of the structure and other temporary loads other than environmental loads.

5.3

ENVIRONMENTAL LOAD

Comprises load from wind and vortex shedding if applicable. Wind loads shall be calculated in accordance with the criteria in DEP 34.00.01.30 – Gen. The wind speed of not less than 128km/hr quoted in the SPDC General Specification for The Design of Reinforced Concrete Foundations and Structures (ENGL 27/22/01 Rev3, 2007), shall be taken to mean the design wind speed for a 100 year return 10 second gust speed at a height of 10 metres.

5.4

DYNAMIC LOAD

Not applicable

5.5

EARTHQUAKE LOAD

Not applicable

5.6

THERMAL LOADS

Where applicable, thermal loadings and thermal effects shall be considered in accordance with DEP 34.00.01.30 – Gen.

5.7

EXPLOSION AND IMPACT LOADS

Not applicable

5.8

LOADS DURING ERECTION AND MAINTENANCE

Refer to DEP 34.00.01.30 – Gen. the Principal shall agree with design loads.

5.9

LOAD COMBINATIONS

Refer to DEP 34.00.01.30 – Gen. Table 3.44.

PROJECT TITLE:


6.0

�� Contract No:

DESIGN CALCULATION METHOD

The design calculations were carried out according to the procedures given in the reference codes and standards. The Limit State design approach was used. Spreadsheets were utilized for the calculations. Adequate sizing of the foundation members and reinforcement reinforcement steel was provided as per requirements requirements of reference codes and standards. The detailed design calculations for the Inlet Manifold foundation are presented below.

6.1

DESIGN APPROACH

Design approach 1 was adopted for the design of the foundation as stated in section 2.4.7.3.4.2 of EN1997. For this design, the following set of partial factors was adopted: Combination 1: A1 “+” M1 “+” R1 Combination 2: A2 “+” M2 “+” R4 Where; A - Partial factors for actions or effects of actions M - Partial factors for soil parameters R - Partial factors for resistances. The partial factors in Annex “A” of EN 1997was used in the combination equations and they grouped in sets denoted by A (for actions or effects of actions), M (for soil parameters) and R (for resistances). Partial factors adopted are as represented in the table below for f or spread foundations;

RESISTANCE

Bearing Sliding

SYMBOL

γR;v γR;v

SET R1

R2

R3

1.0

1.4

1.0

1.0

1.0

1.0

Table 2.0: Partial Resistance Factors for Spread Foundation

PROJECT TITLE:


7.0

7.1

�� Contract No:

4’’ PIPE SUPPORT FOUNDATION DESIGN

GENERAL SKETCH AND PIPE LOADING

ENGINEERING OFFICE

PIPE SUPPORT DESIGN CALCULATIONS

ITEM

PREPARED BY ;

CHKED BY

NWOSU. T

A.NWOLISA OUT PUT

CALCULATION SHEET 1

GENERAL SKETCH ---PIPE SUPPORT TYPE B

` M = 1600 (4'' pipe)

12 mm Dia U- bolts

12 mm Dia U- bolts

350

3 00

300

3 00

35 0

N= 15 2 . 0

HE 160 Beam sections

Z= 1500

HS 1334

HE 160. 160.0 0 Column sections 1182

20.00 mm dia dia bolts bolts (Grade 8.8) 30 0 x 30 0 x 16 mm mm thick Base plate

x

=

150

152

350 a

Hw-tab - a 1650

50 mm thick blinding 600

PIPE SUPPORT ELAVATED ARRANGEMENT (MM) FIG 1

Height Height of water table below ; H w-tab

=

2.0 m

PROJECT TITLE:


2

PIPING PARAMETERS AND LOADING

a

Pipe Diameter ;

Dp

=

114 mm -----

Grad Grade e Elevat Elevation ion ; Z

= 1500 1500 mm

Pipe thickness ;

Tp

Pipe Weight Wei ght from tables ;

=

(4'' pipe)

ρw

8.56 mm mm

W p

=

22.3 Kg/m

=

1000

L

=

Weight Wei ght of U-bolt U-bolt support; W ub Allo Allow w for possibl ossible e vibrat vibration ion;;

Vertical Vertical Dead Load ; gk1

=

Sf

Horizontal Horizontal dead Load ; gkh = 0.33W p

Total Horizontal Horizontal Loads

=

= 4(Wub+Wo + Sf)

Horizontal Horizontal Live Load ; qkh1 =

7.42 Kg/m -----

5.58 Kg K g/m -=

=

1.87 KN KN ----

0.48 KN

7.42 7.42 Kg/m Kg/m = 0.07 0.07 KN/ KN/m 0.5 KN wrt span

0.33W w = PH

=

0.4 Kg

= 25%*W p

Vertical Vertical Live Load ; qk1 = Ww =

6.71 m

gm

Weight of water content content ;W w = π /4(Dp-2Tp) *ρw*1 Pipe support clamp data from from Flow Control Unistrut

Sch 80

Assumed -- (T o be prov ided by piping discipline) discipline)

Maximum Maximum centers of pipe support along the line ; Density of water;

�� Contract No:

0.16 KN KN

= qkh + gkh

=

0.65 KN

PROJECT TITLE:


7.2

�� Contract No:

4’’ PIPE SUPPORT WIND LOADING

ENGINEERING OFFICE

PIPE SUPPORT SUPPORT TYPE "B" WIND LOAD ESTIMATION

ITEM

NWOSU. T

A.N

CALCULATION SHEET EN1999-1-4 2005 (E)

1. i

3 sec Gust wind wind speed; VG =

Equation 4.3

ii

Gust wind wind conversion factor =

Section 4.3.1

OUT PUT

WIND LOAD ESTIMATION

iii

Basic wind speed;

iv

Mean wind wind velocity;

128 Km/hr k

=

Vb

=

=

35.56 m/s

1. 4 6

24.35 m/ m/s

From 3sec to 10min

= 10min wind wind speed ------

Vm(z) = cr(z)*co(z)*v b

eqn 1

i

c o(z) (z) = the the orog orogra rap phy factor factor =

ii

c r(z) = the roughness roughness fact or accounting for the variability of the mean wind velocity at the site of the structure due to the height height above ground level and the ground roughness of the terrain upwind of the structure in the wind direction considered.

Equation 4.4

cr(z) z

=

kr*ln[z/zo]

;

1

eqn 2

= the reference height

=

1.500 m

kr = the terrain factor depending depending on the the roughness roughness length length Equation 4.5 kr

=

0.19 0.19**[zo/ [zo/z zo,II o,II]^ ]^0.07 0.07

----------

eqn 3

For terrain category II Table 4.1 zo

=

0. 0 5

zo,II

=

0.05

kr

=

0. 1 9

cr(z)

=

0. 6 4 6

Table 4.1

Mean wind velocity; Section 4.4.1

c i

Vm(z) = cr(z)*c o(z)*v b

=

15.7 m/ m/s ---

eqn 4

Wind Turbulence lv(z) = turbulence turbulence intensity

=

σ /v (z) v m

-- - - -

Equation 4.6

σ v = standard devia deviation tion of the turbulence turbulence = kr*vb*KI

Section 4.4.1

KI = Tu Turbulence fact or σv

=

=

1

=

σ v /Vm

(Note 2 )

6.756 m m//s

lv(z) = turbulence turbulence intensity

=

0 . 43

eqn 5 ------

eqn 6

PROJECT TITLE:


Equation 4.8

ii

The peak velocity pres sure ; qpz at heig eight z = ρ

Section 4.5 (1)

=

d

[1+7 [1+7*I *Iv(z)]*0.5*ρ *v m (z)

The air dens ity

Wind Force; Fw

(Note 2)

0.62 KN/m

=

=

(csc d)*c f*qpz*Aref

i

csc d -- S tr truc tu tura l f ac ac to to r =

ii

qp(z) (z) -- Peak velocity velocity pressu pressure re =

ii iii

-------- eqn 7

1.25 Kg/m

=

620 N/m

qpz =

Equation 5.3

�� Contract No:

--------

eqn 9

1 0.62 KN/m

Aref = Reference area = Aref -COL

=

BXH

0 . 23 m

=

eqn 10

For sharp edged section Sec tion 7.7

iv

c f -- Force Force coeffic coefficien ientt

=

c f,0 *

λ

eqn 11

Sec tion 7.7

c f,0

=

2

Section 7.13

λ

=

End effec t fact or

Sec tion 7.13 Table Table 7 .16

=

A funct ion of s lenderness ratio;

l = height of column -- see staad For L is les s than, 15m ; λ = effe effect ctiv ive e slen slend dern erness ess rati ratio o = l/b eqn 12 7.14 70 < USE N N For a solidity ratio of 1, since no opening exist;

Section 7.13 Fig 7.36

λ

=

End effec t fact or

cf -- Force Force coeff coeffic icie ient nt

Wind Wind For Force; ce; W L

=

=

= 1.36 1.36

0.19 0.19 KN

0.68

PROJECT TITLE:


7.3

4’’ PIPE SUPPORT STRUCTURAL ANALYSIS

For full STAAD structural Analysis detail, refer to Document No: OKOS-DML-FWL-ST-EC-01-0002

�� Contract No:

PROJECT TITLE:


7.4

�� Contract No:

4’’ PIPE SUPPORT BASE PLATE, CONNECTIONS AND FOUNDATION DESIGN

Ref; Worked Examples For the Design of Steel structures By Ove Arup And Partners

4

PIPE SUPPORT TYPE C8 STEEL BASE PLATE AND BOLTING DESIGN 600

300

150 ar

300

=

br

600

150

PLAN VIEW OF BASE PLATE AND CONCRETE BASE (DIM IN mm) FIG 2

Critical Critic al Super Super imposing imposing stanchion member ember ---HE 160 X 152 X 6 X Member s ection ----- 160.0 x

x

Member Member flange thickness; tf

30.4 Kg/m

9.0 mm mm ;

=

6 mm

Fact Factor ored ed Desig Design n compressi ressive ve forc force e;Q

=

28.5 28.55 5 KN

Concrete foundation compressive strength; fck Grout strength; fgk.cube

x

1 52 y

=

Member Member web thickness; tw

9

=

Staad Analysis

25 N/mm (Cylinder strength)

12 N/mm

=

Design strength of steel plate ; fy

=

275 N/mm

Maximum potential effecti ve bearing bearing width of plate plate ;c = t*(fy /3f jγmo) i Maximum

Factor of safety for for concrete dead load; load; γc

=

.

1.5

The bearing strength; fj = βkjfcd β =

fcd = k j

0.67 fck / γc =

=

17 N/mm

(a1b1 /ab)^0.5 /ab)^0.5

Dep Depth of concr concret ete e base ; h

=

1000 1000 mm

Since plate thickness, ''t'' has to be greater than Tf, allow for ; tp = 16 mm

(5/8'')

1

PROJECT TITLE:


Effectiv e area of base base plate; plate; Aeff = ( v*u)-(2*z*w)

iv

Design Bearing pressure ; Pd = Nsd /Aeff

33865 mm

= =

�� Contract No:

0.84 N/ N/mm

< f j

OK 5.

EN1993-1-8 2005(E) i 4.5.3.3 4.5.3.2

WELDIN WEL DING G REQUIREMENT REQUIREMENT Design Desi gn Shear load; Vsd

ii

=

Weld shear strength ; f vw.d fu

430 N/mm

=

(From Staad Analysis Ulti Ultimate mate structu ral - F z being more onerous than uplift Fz)

fu / βw*γMw*sqrt(3)

= ---

=

0.85

---

Grade Fe 430

γMw

=

1.35

---

Grade Fe 430

Total weld length ; Lw

from eqn 18

= (4r) +(2z)+(4w)+(2v) +(2z)+(4w)+(2v)

Design Resistance ; Fvw.Rd

=

throat thickness required ; a

=

=

Vsd /Lw

=

=

=

= a/0.7

fw.Rd /fv.wd =

=

0.039 mm mm

63

v = 223.3 w

= 80

1197 mm see fig 4

5.93 N/mm

Fvw.a

Hence, use a 6mm fillet weld as a practi cal minimum minimum..

r

eqn 18

correction factor for fillet weld

216 N/mm

=

Resis tance of weld per mm mm;; Fw.Rd

Leg length required; ; L L

-----

Grade Fe 430

βw

Weld shear strength ; f vw.d See fig 3 above

7.10 KN --

89 z =

PERIMETER OF WELD

Fig 4

0.027 mm

PROJECT TITLE:


6. Table 3.3 EN 1993-1-8 : 2005 (E)

a

�� Contract No:

HOLDING HOLDING DOWN BOLTS

Check heck For Conne onnect ctor or plat plate e End/E nd/Edg dge e Distan stance ce and and spac spaciings

Design strength of steel ; fy Assumed bolt diameter

;

db

Mini mum Allowa nc nc e ; S = Hole Diameter ;do

=

275 N/mm2

=

=

2 mm 22.00 mm

minimum minimum end distance ; e1min Thickness of plate; Thickness of flange;

20.00 mm

tp tf

= =

16 mm

=

9.00 9.00 mm

1 .2 .2 do

= <

26.4 mm mm 35 OK

maximum maximum end distance distanc e ; e1max

=

4tf+40

=

76 mm

minimum minimum edge distance ; e2min

=

1 .2 .2 do

= <

26.4 mm mm 35 OK

maximum maximum edge distance ; e2max

=

4tf+40

=

76 mm

minimum minimum spaci ng distance distanc e ;p1xmin

=

2 .2 .2 do

=

48.4 mm mm

=

52.8 mm mm

maximum maximum spacing spaci ng distance distanc e ; p1xmax = 14tp USE

= 224 mm 220 mm

minimum minimum spaci ng distance distanc e ; p2ymin maximum maximum spacing spaci ng distance distanc e ; p2ymax =

1 4t p USE

2.4do

= 224 mm 220 mm .................

3 00

e

2

=

40

300 220

220 40

40 e1 = 40

BOLTED CONNECTION LAYOUT FIG 5

PROJECT TITLE:


Table 3.4 EN 1993-1-8 : 2005 (E)

b.

�� Contract No:

Check For Strength and capacity of connection Number of bolts

=

n

=

4

Number of bolts for Design = Bolt diameter ;

d b =

Pitch or bolt spacing spaci ng ;

= n/2

=

2

20.00 mm px

=

Pitch or bolt spacing spaci ng of bolt ; Designed

nd

220 mm py

edge distance ; ey

x-di re rec ti tio n

=

220 mm

y -direc tion

=

40 mm mm

y -direc tion

Bolt grade -- Grade 8.8 bolts Desig Design n of Steel structures By Ove Arup And Partn Partners ers Page 56

Vertica erticall desig esign shear shear force force;;

Vsd

=

From Staad Analysis (Uplift F z)

1.31 1.31 KN -

Ve rt rti ca cal s he hea r co mponent pe r bo ltlt; Fv

= vsd /nd

=

0.66 K KN N

Horiz orizontal ontal shear shear comp component onent per per bolt bolt;; Fm = Vsdey /Zb = 220 mm

Bolt group elastic elasti c modulus; modulus; Zb = (nd *(nd+1)*px) /6 = Horizontal shear component per bolt; Fm

=

2

0.24 KN KN

2

Total design shear force ;Fvsd = sqrt(F v +Fm ) Tabl able 3.4 3.4 EN 1993-1-8 : 2005 (E)

i

αv

=

0.60

Bolt ultmate ultmate tensile strength stre ngth ; EN 1993-1-8 2005 2005(E (E)) Tab 3.1

Tensi ensille stre stress ss area area of bolt olt ; Partial safety factor ;

ii

800 N/mm

fub =

2

A =

γM2 =

245 mm

1.25

Design shear resistance per bolt; Table 3.4 EN 1993-1-8 : 2005 (E)

FvRd =

94.08 KN

= k1α bfudbtp / γM2

Design bearing resistance per bolt; FbRd αb

0.7 KN KN

= α vfubA/ γM2

Desig Design n shear shear resist resistan ance ce per bolt; olt; FvRd Reduction Reduction factor ;

=

= fub /fu, ----

a

(p /3d x o-1/4)

(for end bolts ),

----

b

x/3do

(for inner bolts )

-----

c

or

1

which ev er is lesser

Bolt ultmate ultmate tensile strength stre ngth ; Material Materia l strength ;

fu

Pitch or spacing spaci ng of bolt ;

fub =

800 N/mm

430 N/mm px

220 mm

d

> Fvsd

-----

OK

PROJECT TITLE:


Hole diameter ;

do

=

�� Contract No:

22. 00 mm

Designed end distance ; e x

=

40 mm

Distance of a bolt from a free edge in the direction of applied applied force ; x = (Fvsd /Fm)*ex = 117 mm thickness of plate;

tp =

16 . 0

mm

Reduction factor ; α b

= 1.86 1.86

----

a


= 3.35 3.35

----

b


= 1.77 1.77

----

c

Minimum Minimum value of Reduction factor ; α bmin Partial safety factor ;

γMb =

1.00

a,b and c OK

<

1.25

smallest = For Edge bolts whichever is smallest

K1

(2.8*e y /do)-1.7 2. 5

=

----

2 6 . 3 - -- - -

a

b

smallest = For Inner bolts whichever is smallest

K1

(1.4*py /do)-1.7 2. 5

K1

=

=

----

12. 30 ----

a

b

2.5 minimum

Design bearing resista nce; f bRd = k1α bfudbtp / γM2

=

275200 N/mm2

To satis fy excessiv e hole deformation, deformation, the following limit limit is considered; Limiting bearing resista nce; f lim < = 0. 85(fu+fy)/gMb = 479 N/mm2 < fbRd OK

Design bearing resistance per bolt; bolt; FbRd = fLim *dbtP

Table 3.4 EN 1993-1-8 : 2005 (E)

iii

Design tension resist ance per bolt; Total Horizontal Horizontal Loads

PH

Bolt pull out moment; moment; M H

=

= k2fubAs / γM2

F tRd

= qkh + gkh

Height Height of stanchion to bolting point; H s

= 153 KN

=

PH *HS =

=

1 . 33 4 m

0.65 KN

See fig 1

0.87 KNm

Member Member eccentrici ty considering minor minor axis of rotation; e y = y

=

bread readth th of flan flang ge for for stan stanch chio ion n =

152 152 mm

y/2

> Fvsd OK

PROJECT TITLE:


ey

=

76 mm

Tension force ; Tf

= =

MH /e y

0 .0 8 m =

11 .4 KN KN

Design tension resis tance per bolt; FtRd K2 =

= k2fubAs / γM2

0.9

γM2

=

1 .2 5

FtRd

=

141.1 KN

> TF

OK

�� Contract No:

PROJECT TITLE:


D

PEDESTAL BASE SIZING SIZING AT SERVICEABILITY SERVICEABILITY LIMIT STATE;

i

Area of base

Geotechnical Report for tank farm construction at Umusadege 2 , Kwale in Delta State by --2011

9 0.0 0 KN/m

Soil allowable bearing pressure, ----- Qa

=

Total pedestal axial geotech load; Ngr =

17 .4 8 KN

Required base area ; A r = NEg /(Qa)

0.19 4 m

=

Required width width of foundation; Brf = SQRT(W /Q) Required Length of foundation ;

Lrf

Provided width width of foundation ;

Bpf =

Provided depth of foundation ; T

=

0 .44 m

0 .6 0 m

=

bpedestal

= 0 .6 0 m

=

hpedestal

=

Therefore provide a base, area ; Af

0 .5 0 m =

0. 36 m > Ar

PEDESTAL BASE LOADINGS

i

Pedes tal Base Self weight Pedestal self weight; gk = (ρ x LP x bP x hp) = Self Wei ght ; GK

ii

=

gk

=

4.50 4.50 KN

4 .5 0 KN

Ultimate Ultimate Structural Load Combina tions NEd

ii

=

Nur + 1.35Gk

=

3 4.6 KN KN

Ultimate Ultimate Geotech nical Load Combinations NEg

iv

=

Ngr + 1Gk

=

2 2 KN

=

2 5 KN

=

2 7 KN

Service Load Combinations Combinations

NEs v

From s taad analy s is

0 .4 .4 4 m

Provided Length of foundation ; Lpf

E

=

Nsr + 1Gk

Uplift Uplift Load Combinat ions NEpl

=

Npl + 0.9Gk

�� Contract No:

OK

PROJECT TITLE:


F EN -1992 SECTIO SECTION N 9.6

PEDESTAL PEDEST AL BASE REINFORCEMENT DESIGN

Area Area of steel required; required; As = 0.1NEd /0.87f yk or hp = Dept Depth h of ped pedestal estal section section (mm (mm) = bp = Breadth of pedestal section (mm (mm) As =0.1NEd /0.87f yk =

9.707 mm

Area rea req required ired is tak taking ing as

PROVIDE ----

�� Contract No:

-------

4 H ----

or

0.002Ac , which ever is greater

Lpf

=

600 mm

= Bpf

=

600 mm

0.002hp*bp =

720 mm

2

720 720 mm

1 6 mm

BARS

- -- -

805 mm mm

Links Minimum Minimum Size; s = 1/4* φ Maximum spac ings ; r = 12*φ

PROVIDE ----

4 H ----

=

3 mm mm -- Us e =

144 mm ---

10 mm mm links

@

10 mm mm link sizes Us e

150 mm c/c

150

mm c/ c/c

PROJECT TITLE:


8.0

�� Contract No:

CONCLUSION

The structural analysis conducted on the supports and foundations show that the foundations have adequate capacity to withstand the effect of permanent loads and variable loads throughout their service lives. The foundation sections prescribed are satisfactory in providing adequate support against bearing capacity failure, bending, shear forces and excessive settlement.

304540999 Pipe Support Design Calculation Report 1

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