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DOCUMENT DOCUMENT DOCUMENT DOCUMENT DESCRIPTION:DESCRIPTION:DESCRIPTION:DESCRIPTION:

DESIGN CRITERIA DESIGN CRITERIA DESIGN CRITERIA DESIGN CRITERIA

CIVIL & STRUCTURAL WCIVIL & STRUCTURAL WCIVIL & STRUCTURAL WCIVIL & STRUCTURAL WORKSORKSORKSORKS....

B Revised as per client’s comments. xxx xxx xxx xxx

A Issued for Client’s Approval. xxx xxx xxx xxx

Rev.Rev.Rev.Rev. DateDateDateDate Revision DescriptionRevision DescriptionRevision DescriptionRevision Description PreparedPreparedPreparedPrepared CheckedCheckedCheckedChecked ReviewedReviewedReviewedReviewed ApprovedApprovedApprovedApproved

DOCUMENT NUMBERDOCUMENT NUMBERDOCUMENT NUMBERDOCUMENT NUMBER

Type Discp Job SJ Seq Format PAGES

A4A4A4A4 1111 OF 77775555

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Record of Revisions

Rev. Date Revision Description

A Issued for Client’s Approval.

B Revised as per client’s comments.

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TABLE OF CONTENTS

Sr.

No. Description

Page No.

1. 1.1. Introduction 5

1.2. Scope 5

1.3. Units of Measurement 6

1.4. Site Conditions 6

1.4.1. Ground water level 6

1.4.2. Reference level 6

1.4.3. Wind 6

1.4.4. Earthquake 6

2. Applicable Standards and Codes of Practice 6

3. LOADS 6

3.1. Dead Loads (DL) 6

3.2. Imposed Loads (IL) 6

3.3. Surcharge Loads 6

3.4. Earth pressure (EL) 6

3.5. Hydrostatic loads (HL) 6

3.6. Crane loads (CL) 6

3.7. Wind load (WL 6

3.8. Seismic load (SL 6

4. Method of Analysis 6

5. DESIGN 6

5.1. Concrete works 6

5.2. Foundations 6

5.3. Block work 6

5.4. Structural Steel Works 6

5.5. Soil Improvement 6

5.6. Detailing requirements. 7

6. Annexure

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6.1. Annexure 1-Design Criteria for tank foundations. 9

6.2. Annexure 2-Design Criteria for Dyke wall/Bund walls. 24

6.3. Annexure-3 Design Criteria for Buildings 28

6.4. Annexure-4 Design Criteria for Pipe-Rack. 33

6.5. Annexure-5 Design Criteria for Manifold pit. 48

6.6. Annexure-6 Design Criteria for Pipe Culvert. 59

6.7. Annexure-7 Design Criteria for Pipe sleepers and pipe

supports.

64

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1. DESIGN CRITERIA

1.1. Introduction

This document is to provide the general guidelines to the Civil structural team to carry out the design

and detailing works for the proposed _________________ civil/ structural works, which consists of

the following facilities.

a) Tank foundation

b) Tank bund wall, floor slab, Access stair ways, Platforms, drain sumps, and pipe supports

foundations

c) Pump manifold and 2.0 tonnes capacity crane girder and associated walkway, cage

ladders and platforms

d) Pipe culverts

e) Pipe rack structure, pipe sleepers structures and its foundations

f) MCC Building .RCC framed structure

g) Office Building extension from the existing ____ Office Building

h) Foam Skid structure.

i) Miscellaneous Items like Roads, Oil water drainage scheme, Storm water drainage

scheme fire water pipe line, thrust block and anchor block, fire water pipe supports and its

foundation, lighting pole foundation etc.

j) Security office.

k) Thermal oil storage vessel foundation.

l) Nitrogen storage vessel foundation.

m) DG set Foundation.

n) Firewater Pump house.

o) Slop tank foundation.

1.2. Scope

This document describes the general requirements and various design parameters that shall be

considered and agreed between ………… engineering team and client for the design of Civil /

Structural works of above listed various facilities pertaining to the --------- phase expansion project.

Refer DOCUMENT NO. DESIGN CRITERIA CIVIL & STRUCTURAL WORKS for as noted.

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1.3. Units of Measurement

1.4. Site Conditions

2. APPLICABLE STANDARDS AND CODES OF PRACTICE

3. LOADS

3.1. Dead Loads (DL):

3.2. Imposed Loads (IL) As per BS (minimum) loads shall be considered.

3.3. Surcharge Loads:

3.4. Earth pressure (EL):

3.5. Hydrostatic loads (HL):

3.6. Crane loads (CL):

3.7. Wind load (WL)

(Read third line from top as) As per contract specification, a gust wind speed (Vb) 24 44

m/sec).

(Read 8th line from top as)

Sp = Directional Factor Probability Factor (Refer Cl.2.2.2.5 of 6399-part 2-1997)

(Add Note at last of Paragraph)

Note: The employer may also use ASCE-07 or UBC 1997 for the calculation of wind load

instead of BS 6399- part 2-1997.

3.8. Seismic load (SL)

4. METHOD OF ANALYSIS

5. DESIGN

5.1. Concrete Works

5.2. Foundations

5.3. Blockwork

5.4. Structural Steel Works

5.4.1. Materials.

5.4.2. Design

5.5. Soil Improvement:

The current site is approximately 2.50 to 3.00 M lower than the proposed finished floor level

as well as the existing terminal floor level. The report of site topography survey and subsoil

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investigation indicates that the existing ground layers are not suitable for the intended

structure loading and soil improvement will be required.

The tank foundations shall have minimum net allowable bearing pressures of 300 kPa (with

factor of safety 3.0) for Tank farm 6 and 7, at the required founding level for the tank shell

loading as well as immediately under the tank bottom plate area shall also be achieved with

settlement criteria as out lined in API 650 Eleventh Edition 2008. The maximum allowable

settlement shall not exceed 50 mm under the tank plate. It is proposed to set the bottom of

tank annular plate at an elevation of +5.750 FMD.

For the remaining all other facilities the Sub-contractor shall achieve minimum net allowable

bearing pressure of at least 175 kPa (with factor of safety 3.0) at +4.00 FMD for isolated

footing size of 3.0 x 3.0 m with a maximum allowable settlement of 25 mm. For raft type

foundation, also Sub-contractor shall achieve minimum net allowable bearing pressure of at

least 175 kPa (with factor of safety 3.0) at +4.00 FMD with a maximum allowable settlement

of 50 mm

The Pump manifold No 4 structure, which will be at least 2.50 M to 3.00 M below from the

proposed finished grade level. The Sub-contractor shall achieve the minimum net allowable

bearing pressure of at least 175 kPa (with factor of safety 3.0) at +2.00 FMD for isolated

footing size of 3.0 x 3.0 m with a maximum allowable settlement of 25 mm. For raft type

foundation also the Sub-contractor shall achieve minimum net allowable bearing pressure of

at least 175 kPa (with factor of safety 3.0) at +4.00 FMD with a maximum allowable

settlement of 50 mm.

The Sub-contractor may also choose soil improvement such as Dynamic Compaction (DC) or

Vibro Stone Columns (VSC) The chosen method of soil improvement shall be in such a way

that the existing Terminal facilities and associated equipment shall not get damaged due to

impact or vibration forces exerts during the course of soil improvement activities. The Sub-

contractor shall propose a renowned Geotechnical specialist for the soil improvement work.

The Geotechnical specialist shall have at least 10 years of experience in the proposed soil

improvement type in the Gulf Region. Moreover the type of soil improvement proposal shall

be suitable to the existing soil profile and ground conditions.

5.6. Detailing requirements: Detailing requirement for concrete structures like expansion joint,

contraction joint, construction joint, slopes, laps etc. shall be as per BS 8110. Detailing

requirement for steel structures like welding, splicing, bolt end and gauge distance, bolting

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etc. shall be as per BS 5950.

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ANNEXURE 1

Design Criteria for tank foundations.

1. The foundation load data is taken from the Data given by Static tank department in the following

format .

Typical Load data.

Where, DL=Fabricated weight.

OL= Operating weight = DL + Weight of Liquid to be stored in tank.

TL = Test weight = DL + Weight of water to be stored in tank during test.

Wh= Wind shear in horizontal direction. Wind moment = Wh x H.

(where H is CG of wind load from tank bottom level)

Eh= seismic shear in horizontal direction. Seismic moment = Eh x He.

(where He is CG of seismic load from tank bottom level)

Wv = is Uplift load on tank roof and which provided by static department.

Wv load acts at the CG of tank and roof, i.e. at D/2 distance from the tank edge.

Z = Section modulus of tank diameter.

Za = Section modulus of Annular plate.

Do = Outer diameter of Annular plate.

Di = Inner Diameter of Annular plate.

a) Check for sliding resistance, => m x W / Horizontal force ≥ 1.5

b) Check for Overturning resistance, => Resisting Moment / Overturning moment ≥ 1.5

2. The base pressures, Sliding and Overturning are calculated for the following conditions.

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a) Operating weight + overturning moment, Shear by wind.

5.1

)2

)((

≥×

×−≡

HWh

DWvOL

FOS

b) Operating weight + Sliding, Shear by wind.

5.1))((

≥×−

≡Wh

WvOLFOS

µ

c) Fabrication weight + overturning moment, Shear by wind.

5.1

)2

)((

≥×

×−≡

HWh

DWvDL

FOS

d) Fabrication weight + Sliding, Shear by wind.

5.1))((

≥×−

≡Wh

WvDLFOS

µ

He

Dead load DL or operating load (OL) or Test load (TL)

D/2 D/2

D

wind load (Wh)

Wind Load Lift (Wv)

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e) Operating weight + overturning moment, Shear by Seismic.

5.1

)2

)((

≥×

×≡

HEh

DOL

FOS

f) Operating weight + Sliding, Shear by Seismic.

5.1))(

≥×

≡Eh

OLFOS

µ

In all above cases it is to be seen that.

Case I . Below tank bottom plate.

a) The Maximum pressure is less than allowable.

b) The minimum pressure if negative then how much?

1. In Full wind and operating case,

sqmkNZ

M

A

PP /33.1300max ×≤+≡ (Refer.API-650, B.2.2.)

sqmkN

D

HWhD

WvOL

D

WvOLP /33.1300

32

))()2

)((

4

))((max

32×≤

×

×+×−+

×

−≡

ππ

Z

M

A

PP −≡min

32

32

))()2

)((

4

))((min

D

HWhD

WvOL

D

WvOLP

×

×+×−

−

×

−≡

ππ

He

Dead load DL or operating load (OL) or Test load (TL)

D/2 D/2

D

Seismic load (Eh)

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2. In Full wind and tank empty case,

sqmkNZ

M

A

PP /33.1300max ×≤+≡

sqmkN

D

HWhD

WvDL

D

WvDLP /33.1300

32

))()2

)((

4

))((max

32×≤

×

×+×−+

×

−≡

ππ

Z

M

A

PP −≡min

32

32

))()2

)((

4

))((min

D

HWhD

WvDL

D

WvDLP

×

×+×−

−

×

−≡

ππ

3. Operating weight + Seismic.

sqmkNxZ

M

A

PP /33.1300max ≤+≡

sqmkN

D

HeEhD

OL

D

OLP /33.1300

32

))()2

)((

4

))((max

32×≤

×

×+×+

×

≡ππ

Z

M

A

PP −≡min

32

32

))()2

)((

4

))((min

D

HeEhD

OL

D

OLP

×

×+×

−

×

≡ππ

4. Test weight only.

A

PP ≡min

sqmkN

D

TLP /300

4

))((max

2≤

×

≡π

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Case II . Below tank annular plate.

a) The Maximum pressure is less than allowable.

b) The minimum pressure if negative then how much?

1. Only at operating case, ( Under Annular plate )

sqmkNAa

PP /33.1300max ×≤≡

Where,

Aa = Area of Annular plate of tank shell.

Further to this calculations client has requested to check bearing pressure below

annular plate and tank bottom separately, so the calculations are produced as follows.

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Sample calculation of TK 701 to &04 summery is produced here.

Only at operating case, ( Under Annular plate )

Pressure Distribution AT FMD + 5.75.

Bearing pressure below the tank bottom & shell base in Operating condition having minor difference,

And as foundation system, being a flexible system, minor difference in bearing pressure will be

equalized by self-adjusting of sub-grade particles.

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In Full wind and operating case, ( Under Annular plate )

Pressure Distribution AT FMD + 5.75.

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Pressure distribution at FMD +3.75.

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B

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Condition. AT FMD + 5.75M AT FMD + 3.75M

Pmax. Pmin. P distributed.

Only at operating case 31.16 T/m2 30 T/m2 26.720 T/m2

In Full wind and operating

case 37.30 T/m2 31.16 T/m2 31.30 T/m2

Operating weight + Seismic 62.20 T/m2 6.40 T/m2 30.350 T/m2

Remark.

<60 T/m2 (or 60 x 1.33 for WL/EL) for Cohesion less soil, Dense gravel, or dense sand and gravel As per Table 1, Clause 1.2.3 and 1.2.4. Of BS 8004.

< The value of allowable bearing pressure after soil improvement as given by M/S Keller. (290kN/m2 for Tank farm 6 and 340kN/m2 for Tank farm 7).

33 % increase in soil bearing capacity as per API-650 Clause, B.2.2.c.

B

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3. Settlement of the tank foundation.

0.5 x

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Where C1 the correction to account for strain relief from excavated soil, P

cdC

∆−≡

2

'1

1

σ

σcd' = effective overburden pressure at tank bottom is 0 Hence C1= 1.

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kN/sqm300ΔP =

).10log(2.01 tt

C +≡

'σop Depth of centre of layer x density of soil. At each 10m layer depth below ground the overburden

pressure as follows.

At 5m (mid of 1st 10m layer) = 5 x 18 = 90 kN/sqm.

At 15m (mid of 2nd 10m layer) = 15 x 18 = 270 kN/sqm.

At 25m (mid of 3rd 10m layer) = 25 x 18 = 450 kN/sqm.

At 35m (mid of 4th 10m layer) = 35 x 18 = 630 kN/sqm.

At 45m (mid of 5th 10m layer) = 45 x 18 = 810 kN/sqm.

At 55m (mid of 6th 10m layer) = 55 x 18 = 990 kN/sqm.

At 65m (mid of 7th 10m layer) = 65 x 18 = 1170 kN/sqm.

At 75m (mid of 8th 10m layer) = 75 x 18 = 1350 kN/sqm.

At 85m (mid of 9th 10m layer) = 85 x 18 = 1530 kN/sqm.

At 95m (mid of 10th 0m layer) = 95 x 18 = 1710 kN/sqm.

z = thickness of soil layer is assumed equal to 10m for the calculations.

)'op

P(1.05.0Izp

σ

∆+≡

'opσ = effective overburden pressure at depth of Izp. For circular tank it is at B/2 ~ D/2.

For lets say 45m dia tank 'opσ = 22.5 x 18 = 405 kN/sqm.

)'

(1.05.0oi

PIzi

σ

∆+≡ shall be worked out of each layer. And substituting the values,

[ ] )(

1

10

...1 IziEsi

ziPCtC

∆∑∆≡δ

Where d is gross settlement (with respect to time)

For long term and short term settlement of tanks Reference is made to soil investigation carried out

by client. As attached below. The settlement is calculated for 250kN/sqm tank load but in tank farm-

7 some tank liquid is having specific gravity of 1.2 so the settlement calculated is to be modified with

factor of 1.2. Average of settlement for 45m tank is 55+60/2 is multiplied by 1.2 which is equal to

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69mm (~ 70mm) and for 32.7m tank it is (45+42)/2 x 1.2 = 43.5mm (~50mm) value for Initial Hydro-

test settlement is shown on the drawing.

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ANNEXURE 2

Design Criteria for Dyke wall/Bund walls.

Note: gw = is density of retained oil & gs = is density of soil

Bund wall shall checked for :

Stability against Over turning : > 1.50

Stability against Sliding : > 1.50

Taking moment @ toe ΣM is

5.1FOSxHPxHPxHP

)4xL4W3xL3W2xL2W1xL1WWxL(

3a3a2a2a1a1a

≥=++

++++ (FOS against overturning)

5.1FOSPPP

).4W3W2W1WW(

3a2a1a

≥=++

µ++++ (FOS against sliding)

Ha1

Ha3 Ha2

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Design criteria for Bund wall / dike wall

Moment about center of base = Σ M

Resultant vertical reaction = Σ V = R

e = Σ M L R = L / 2 + e

(Resultant should lie within the middle third of the base)

Max

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Reinforcement design criteria for Toe & Heel slab

Maximum moment and shear will be calculated and the RCC design shall be done as per BS 8110

Part-1

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Provision of shear key shall be made, whenever required from sliding check

i.e FOS is less than 1.5.

Design Criteria for shear key :

Neglecting over burden Passive Resistance :

Pp = K p γ x (h5 2 - h4

2) / 2 per unit length.

This resisting force will be checked against sliding force.

Additional design considerations :

1. Dispersion of Loads from the tank foundation as surcharge load will be considered in the

bund wall design if any.

2. Cable tray or pipes services load will be considered in bund wall (locally) if any.

3. Bund wall crack width will be limited to 0.2 mm crack width calculations shall be done.

4. Separate design calculation of access staircase on bund wall will be considered for bund wall

design.

5. The depth of bund wall foundation shall be at least 1.20 to 1.5 meter below the proposed

FGL of + 5.0 FMD.

6. For the pipe, services or cable routing crossing below the foundation of bund wall, if any,

foundation depth will be lowered according to the proposed elevation of such services and

separate design calculation will be considered.

Angle of internal friction of the filled

soil.

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ANNEXURE 3

Design Criteria for Buildings

1. General: MCC building, Office building & Security building are designed by STAAD Pro. latest

edition. 3D analysis and design of structure has worked out as per below loadings and BS

design codes. Here as a typical building MCC building design basis is shown, the same

philosophy will be applied to other building like office building, security building, foam skid,

firewater pump house shed and oil heater shed. RCC frame structure will be analysed as

skeleton structure only. Diaphragm action of RCC roof slab is ignored (to be on conservative).

RCC bldg will be designed as per BS-8110 & Steel bldg will be designed as per BS-5950.

For RCC bldg, full weight of conc block work has been considered as transferred directly to

plinth beam/intermediate beam. Foundation will be designed for SBC 175 KN/m2.

2. LOADING DATA :

a. Live load :

Roof with access for maintenance only = 1.5 kN / m2

b. Dead Load :

As per Para 3.1.

c. Wind Load :

Wind :

As per BS - 6399 - Part - 2

Detail calculation of wind Load

Cluase : 2.2.2. - Site wind speed.

Vs = Vb x Sa x Sd x Ss x Sp = 45.225 m / sec.

Where :

Vs = Site wind speed.

Vb = Basic ween speed = 162 Km / hr = 45.00 m / sec.

Sa = altitude factor = 1.005

Sd = directional factor = 1

Ss = Seasonal factor = 1

Sp = Probability Factor = 1

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Cluase : 2.2.3 : - Effective wind speed.

Ve = Vs x Sb = 45.225 x 1.65 = 74.621 m / sec.

Where :

Sb = Terrain & Building factor. = 1.65

( Table -4 , Page 28, BS 6399 - part -2 )

Dynamic wind pressure qs

qs = 0.613 Ve 2 = 3413.36 N / m2 = 3.413 kN / m2

Cluase : 2.1.3.1 - Wind Load External surface pressure. = Pe

Pe = qs x Cpe x Ca = = 3.413 x 0.85 = 2.90

Where :

Cpe = External pressure coefficient for the building surface.

= 0.85 Windward.

-0.5 Leeward.

Ca = Size effect factor. = 1

Cluase : 2.1.3.2 - Wind Load Internal surface pressure. = Pi

Pi = qs x Cpi x Ca

Where :

Cpi = Internal pressure coefficient for the building surface.

= -0.3

or 0.2

( Whichever gives the larger net pressure coefficient across the wall. )

Ca = Size effect factor. = 1

Cluase : 2.1.3.3 - Net surface pressure. = P

P = Pe - Pi

Seismic Load :

Zone = 2A

Soil profile type - " D "

UBC - 1997, Table - 16 I

Seismic Zone factor = 0.15

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UBC - 1997, Table - 16 K

Importance factor = 1

UBC - 1997, Table - 16 N

Numerical coefficient R for lateral load in X

direction = 5.6

Numerical coefficient R for lateral load in Z

direction = 5.6

UBC - 1997, Table - 16, S & T

Near Source factor Na = 1

Near Source factor Nv = 1

RCC Buildings are designed as RCC space frame structure as per below loadings and the load

combinations.

d. Load combinations:

DL = Dead Load

LL = Imposed Live Load

SL_X = Seismic Load in X direction

SL_Z = Seismic Load in Z direction

WL_X = Wind Load in X direction

WL_Z = Wind Load in Z direction

Load combinations

LOAD COMB 7 (DL+LL+SL_X) X 1.2

LOAD COMB 8 (DL+LL+SL_Z) X 1.2

LOAD COMB 9 (DL+LL+WL_X) X 1.0

LOAD COMB 10 (DL+LL+WL_X) X 1.2

LOAD COMB 11 (DL+LL_WL_Z) X 1.0

LOAD COMB 12 (DL+LL_WL_Z) X 1.2

LOAD COMB 13 (DL+LL) X 1.0

LOAD COMB 14 (DLX1.4+LLX1.6)

LOAD COMB 7 (DL+SL_X) X 1.2

LOAD COMB 8 (DL+SL_Z) X 1.2

STAAD Pro -2007, RCC space frame 3D model (Typical for MCC Building)

X

Z

Y

3 Dimensional view

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STAAD Pro -2007 Software has used for 3D Frame analysis and design of RCC members.

BS Design code has used for design of RCC members and roof slab.

STAAD model showing Applied Load,

LOAD COMBINATION = (DL+LL+WL_Z) X 1.2

STAAD model showing Applied Load,

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LOAD COMBINATION = (DL+LL+SL_X) X 1.2

If the building is structural steel the member design is as per annexure -4 part 4 and for concrete

design is as per Annexure-5 Part 4.

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ANNEXURE 4

Design Criteria for Pipe rack and bridge.

1. Overall Geometry: The pipe rack outside terminal is planned like a pipe bridge of 25m span.

The main reason for adopting 25m span is to have fewer disturbances to existing facilities below

the pipe rack. Modular construction with each module of 25m span is designed as shown in

Pipe rack Typical Bridge for 25m Span.

Pile and pile-cap are also modeled with steel rack. As a conservative approach of 5 times dia. of pile

for fixity level below grade level has been considered for analysis.

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Main girder out to out depth is 3.0m and the bottom member will not directly support the pipes, but

one intermediate beam will be run to support the pipes. This arrangement is done to get higher depth

of main load carrying girder for reducing the deflection and member sizes.

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Top and bottom cord member of Main Girder are braced in both the direction to avoid buckling of

main members and to transfer the lateral loads perpendicular to main girder plane.

Ewewwrrwf

EL +13.30M FMD

EL +11.50M FMD

EL +5.0M FMD FGL

EL +0.5M FMD PILE FIXITY LVL

PILE DIA (d) 900mm

6m

cle

ar

be

low

gird

er

bea

m

Pipes shown are indicative only.

EL +13.30M FMD

EL +11.50M FMD

500

18

00

5 x

Dia

of

pile

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Notes:

a) All members are modeled at TOS Level considering it as as centre line.

b) All bracing will be actually welded at level 50 mm below the TOS of members it is connected, but

in model, those are modeled at same level.

c) All bracing are released for moment (rotation) in the plane of load and triangulation. In the

direction of no moment and triangulation is not done it is kept unreleased.

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d) All connections will be profile welded except where is not possible shall be connected with

gusset plate. All welding will be shop welding.

e) Support:

FIXED SUPPORT

MOMENT ABOUT LOCAL MINOR AXIS OF THIS MEMBER IS RELEASD TO MAKE THE SUPPORT AS SIMPLY SUPPORTED

LOCAL MAJOR AXIS OF MEMBER

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2. Loads:

a. Seismic loading: In Staadpro Seismic loading shall be modeled as the first load case.

Response reduction factor Rw-x and Rw-z is considered equal to 5.6 as per the UBC

1997 table 16-N as the structure framing type is Steel/Concrete Ordinary moment

resisting frame. Remaining factors as per

Seismic load X Seismic load Z

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b. Pipe operating load: Pipe full of liquid weight is considered with pipes full of water as

all the lines here are carrying liquid having density less than water except may be few

line will be having higher density of 1.2 kN/cum and this will get compensated with

difference between density of product (~0.8 kN/cum) and water density.

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Bottom tier weight 56.64 kN/m x 5m = 283.2 kN.

per m length of span = 283.2/8.25 = 34.34 kN/m

and Top tier weight 45.7 kN/m x 5m = 228.5 kN

per m length of span = 228.5 /8.25 = 27.7 kN/m

c. Pipe thermal load: Lateral anchor load given by piping stress group is 336.6kN.

Load per meter at top and bottom tier beam is = 336.6/ 8.25 x 2 = 20.4 kN/m.

Other direction (Z) total thermal force given by piping stress is 136.50 kN.

So at each tier load is = 136.5/2 = 68.25kN.

This is guide load and applied at required location given by piping group.

Refer the figure on next page.

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d. Pipe friction load: Pipe friction load is considered equal to 10% of the pipe operating as

per Industry practice.

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e. Wind Load: As per annexure-3.c design wind pressure is 3.413 kN/sqm.

Refer BS 6399 Part -2 for wind loads extract as given below,

The net pressure coefficient is 2.0 for sharp edged sections, so wind pressure per meter length

of bridge members is = 2 x 3.413 x width of the member = 6.826 x width of the member.

Wind load on pipes is worked out using factor of 1.2 and largest dia. of pipe + 0.1 x width of

pipe rack, projected height. Only wind in transverse direction is considered.

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f. Load Combinations: As per clause No 5.3 above for strength and serviceability design.

In Load combination 11 Empty pipe wt (60% of operating wt) + WL is considered.

3. Analysis: Stiffness matrix analysis with Staadpro inbuilt sesmic load calculation facility is used

to worked out seismic force.

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4. Design: The design is based on BS5950:2000 with limit state design. Structures are

designed and proportioned taking into consideration the limit states at which they become unfit for

their intended use. Two major categories of limit state are recognized - serviceability and ultimate.

The primary considerations in ultimate limit state design are strength and stability while that in

serviceability limit state is deflection.

Axial Tension: The tension capacity of the member is calculated based on the effective area as

outlined in Section 4.6 of the code. The tension capacity of a given member per this procedure,

based on a user supplied net section factor (NSF-a default value of 1, BS5950 does not have any

slenderness limitations for tension members.

Compression: compressive strength, which is a function of the slenderness of the gross section, the

appropriate design strength and the relevant strut characteristics. Strut characteristics take into

account the considerable influence residual rolling and welding stresses have on column behaviour

with use of four strut curves together with a selection of tables to indicate which curve to use for a

particular case. Compression strength for a particular section is calculated in STAAD according to

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the procedure outlined in Annex C of BS5950. Note, a slenderness limit of 50 is still applied on

double angles checked as battened struts as per clause 4.7.9.

Axially Loaded Members With Moments: To check if the section is plastic or compact, plastic

moment capacities will constitute the basic moment capacities subject to an elastic limitation. The

purpose of this elastic limitation is to prevent plasticity at working load. For members with axial

tension and moment, the interaction formula as outlined in section 4.8.2 is applied based on effective

tension capacity.

For members with axial compression and moment, two principal interaction formulae must be

satisfied – Cross Section Capacity check (4.8.3.2) and the Member Buckling Resistance check

(4.8.3.3 ). Members subject to biaxial moments in the absence of both tensile and compressive axial

forces are checked using the appropriate method described above with all axial forces set to zero.

Shear Load: Shear capacity is calculated using the procedure outlined in section 4.2.3, also 4.4.5

and Annex H3 if appropriate, considering the appropriate shear area for the section specified.

Other Design Parameters

(UNL, LY and LZ - Relevant Effective Length)

UNL or UNF and LY or KY values are required to define lateral torsional buckling and compression

effective lengths respectively. The former relates to compression flange restraint for lateral torsional

buckling while the latter is the unrestrained buckling length for compression checks.

(MX, MY, MYX and MLT Equivalent Moment Factors)

The values for the equivalent moment factors can either be specified directly by the user as a

positive value between 0.4 and 1.0 for MX, MY and MYX and 0.44 and 1.0 for MLT. The Soil

consultant shall do design of pile including structural design by the worst combination of load

transferred from the superstructure provided to him.

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ANNEXURE 5

Design Criteria for Manifold pit.

1. Overall Geometry: The manifold pit is modelled as box structure consisting of plates and

members. Bottom slab and side walls are modelled as plate of 250mm and 300mm respectively.

The edge of bottom slab is thickened to 300mm. The pipe rack columns along the manifold are

combined with manifold gantry columns. The footing level of pipe-rack and manifold are kept

same for ease of construction and to avoid pipe rack foundation load transfer to manifold wall as

a surcharge load.

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EL +11.50M FMD

EL +13.00M FMD

EL +2.60M FMD PIT FFL

EL +5.00M FMD FGL

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Foundation system is uniform soil spring of stillness (sub-grade modulus) of 20mm settlement at

175kN/sqm bearing pressure is equal to = 175/ 0.02 = 8750 kN/sqm/m.

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Footing size or plate grid is 1m x 1m as the plate size is 1m x 1m

2. Loading:

a. SELFWEIGHT Y -1, as per densities of material, steel 78.50, and concrete 25.00 kN/cum

respectively.

b. Pipe weight: there are 12” 20” and 24” pipes in the manifold area. The weight of pipes is

as follows.

PIPE

DIA

PIPE

OD

PIPE

THK SCHEDULE

INSU

THK

PIPE

WT

WATER

WT TOTAL TOTAL

INSU

WT

INSU

WT TOTAL WT

(inches) (mm) (mm) (inches) (kg/m) (kg/m) PIPE+WAT

WT IN

lb/ft (kg/m) (lb/ft) (kg/m) (kN/m)

12 323.8 17.48 80 4 132.05 65.52 197.57 132.80 26.10 17.54 223.67 2.19

20 508 26.19 80 4 311.19 163.04 474.23 318.75 37.40 511.63 5.02

24 610 30.96 80 4 442.11 235.93 678.04 455.74 43.66 721.70 7.08

Average weight of pipes = sqm/kN5~sqm/kN76.43

08.702.519.2Pav =

++=

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Load of 2m long 2 Nos. of pipe is = 5 x 2 x 2 = 20 kN per support.

Actual loading will be updated when final data will be available from piping stress analysis.

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c. Pump Load: Assuming each pump weight of 16 tonnes and base-frame area of 2m x 4m

the pressure on the bottom slab is = 160/2 x 4 = 20kN/sqm.

Add weight of 0.5m thick foundation of concrete = 0.5 x 25 = 12.5 kN/sqm.

Total load due to pump on the base slab is = 20 + 12.5 = 32.5kN/sqm.

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As the pumps are dynamically, balanced rotating equipment the foundation size will be

decided on the general guidelines of code using weight of foundation equal to 3 to 5

times of weight of pump. Actual loading will be updated when final data will be available

from mechanical department.

d. Soil load: Soil load is applied on the sidewall with minimum surcharge load as specified

in clause 3.3 above of 10kN/sqm and it varies along the depth of soil. The density of soil

soilγ is as per client’s soil investigation report and maximum value is adopted equal to

20 kN/cum. Soil pressure at each level is worked out as follows.

h)sin1(

)sin1(P soilh ×γ×

φ+

φ−= where ∅= is angle of repose of soil = 30o

h2334.0P h ××=

h667.0P h ×=

e. Frictional load: Frictional load due to each pipe supported at 1232mm and 3457 level

will be = 30% of vertical load

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= 0.3 x 20 = 6 kN per support per direction.

Moment due to Lateral load at the base of support.

(For 3.457m support) = 3.457 x 6 = 20.742 ~ 21 kN-m

(For 1.232m support) = 1.232 x 6 = 7.392 ~ 8 kN-m

This load is applied as follows, Actual loading will be updated when final data will be

available from piping stress analysis

f. Pipe thermal load: This load will be applied in similar manner as that of frictional load

and will be updated when final data will be available from piping stress analysis.

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g. Wind load: Wind load will act on pipe rack, Gantry girder and supporting beams/columns

section shall be same as that of applied for pipe rack in Annexure-3. On pit wall and

piping inside the pit no wind load is considered to be acting.

h. Seismic load: Seismic load will act on pipe rack, Gantry girder and supporting

beams/columns section shall be same as that of applied for pipe rack in Annexure-3. On

pit wall and piping inside the pit no Seismic load is considered to be acting because it is

not at the depth greater than as specified in UBC 1997.

i. Loading combination: Loading combination shall be as per clause 5.3 of this document.

Additionally following table from BS8110 part 1 is referred.

3. Analysis: Stiffness matrix analysis is performed to get the member and plate shear force and

bending moment. The sign convention for reading the plate force is as follows.

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So the moment about x axis that is MY is ranging from 35.2 to 64 kN-m range. Accurate input is

available from plate stress results as shown below which will be further used for design.

Support reactions for foundation type of support are shown.

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4. Design calculations: Concrete design is done as per BS 8110 part 1, with following design

parameters,

a. Analysis and stress block parameter shall be as per 3.4.4.1 and figure 2.1.

b. Designs for flexure symbols for formulae are as per 3.4.4.3.

c. Design formula for rectangular beam section in flexure shall be as per 3.4.4.4.

d. Design for shear strength shall be symbols for formulae 3.4.5.1.

e. Shear stress in beams as per 3.4.5.2.

f. Shear reinforcement as per 3.4.5.3

g. Shear strength of concrete as per 3.4.5.4.

h. Shear stirrups design as per 3.4.5.5.

i. Bent up bars for shear design as per 3.4.5.6.

j. Concrete compression member design as per 3.8.1.6.

Table for British Concrete Design-BS8110-Parameters for Staadpro

Name Value

FYMAIN 460

N/mm2

Yield Stress for main reinforcement (For slabs, it is for reinforcement in

both directions)

FYSEC 460N/mm2 Yield Stress for secondary reinforcement a. Applicable to shear bars in

beams

FC 40N/mm2 Concrete Yield Stress / cube strength

MINMAIN 8mm Minimum main reinforcement bar size Acceptable bar sizes: 6 8 10 12

16 20 25 32 40.

MINSEC 8mm Minimum secondary bar size a. Applicable to shear reinforcement in

beams

CLEAR 40mm Clearance of reinforcement measured from concrete surface to closest

bar perimeter.

ELY 1.0 Member length factor about local Y direction for column design.

ELZ 1.0 Member length factor about local Z direction for column design.

k. Structural steel member design is done as per Annexure 4 Para. 4.

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ANNEXURE 6

Design Criteria for Pipe Culvert.

1. Overall Geometry: Box Culvert for Pipes is modelled in Staadpro, for width of 1m. Centre-to-

Centre dimensions are modelled and various loading is applied.

Foundation system is uniform soil spring of stillness (sub-grade modulus) of 20mm settlement at

175kN/sqm bearing pressure is equal to = 175/ 0.02 = 8750 kN/sqm/m.

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2. Loading.

a. Self-weight: Concrete self-weight of top and bottom slab and sidewall is for 300mm

thickness walls, wearing course is 100mm thick with density of 20kN/cum.

b. Pipe loading Operating. As per preliminary information from piping. Refer Annexure

4.2.b

c. Soil Load: on side walls: Refer Annexure 5.2.d for soil loading calculations.

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d. Vehicle Load: BS5400 Part-2 HA load calculations.

Carriageway = 6.0m wide

Deck span = 4.6m (centre to centre of wall support for a simply supported single span)

Design for a metre width of deck :

Cl. 3.2.9.3.1.

Number of notional lanes = 2

Notional lane width = 6/2 = 3 m

Cl. 6.2.1.

Loaded length = 4.6 m

W = 336(1/L)0.67 kN/m (per notional lane) W = 120.86 kN/m

W = 31.6 kN/m (per notional lane)

Cl. 6.2.2.

Knife Edge Load = 120 kN (per notional lane)

Cl. 6.4.1.1.

α2 = 0.0137[bL(40-L)+3.65(L-20)]

α2 = 0.0137[3.00 x (40-4.6)+3.65 x (4.6-20)] = α 2 = 0.685

Note: For loaded lengths less than 20m the load is proportioned to a standard lane width of 3.65m,

i.e. 0.274bL = bL/3.65.

For a metre width of deck :

W = (120.86 x 0.685)/3.65 = W = 22.7 kN/m

KEL = (120 x 0.685)/3.65 = KEL= 22.52 kN/m

Cl. 6.2.7.

γfL = 1.50 (Ultimate limit state - combination 1)

Design HA loading for a metre width of deck :

W = 1.5 x 22.7 = 34.05 kN/m

KEL = 1.5 x 22.52 = 33.8 kN

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e. Load combination: Above all load acting together.

1 1.0 2 1.0 3 1.0 4 1.0

3. Analysis: Stiffness matrix analysis is done to arrive the bending moment and shear forces in the

sections.

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4. Design calculations: Design calculations shall be done as specified in Annexure-5 clause 4 for

the above bending moment, shear force and axial load.

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ANNEXURE 7

Design Criteria for Pipe sleepers and pipe supports.

1. Overall Geometry: Various types of pipe sleepers and supports are proposed as shown in

geometries below.

a. Pipe sleepers:

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b. Pipe Supports

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Staadpro model.

Support condition fixed at bottom.

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2. Loading: Same as Annexure 4 Clause 2.

a. Self-weight + Pipe operating Load.

b. Thermal and friction loads X and Z direction respectively.

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c. Wind load. X and Z direction respectively.

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d. Load combinations:

Dead load + Pipe operating load + Pipe friction load + Pipe Thermal load + wind load X.

Dead load + Pipe operating load + Pipe friction load + Pipe Thermal load + wind load Z.

Dead load + Pipe empty load + Pipe friction load + Pipe Thermal load + wind load X.

Dead load + Pipe empty load + Pipe friction load + Pipe Thermal load + wind load Z.

3. Analysis.

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Bending moments to design base plate.

Bending moments to design footings.

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4. Design calculations:

a. Base plate design.

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b. Footing Design.

Heel Side Toe side

g) Operating weight + Wind/Seismic (Overturning). Taking moment @ toe.

5.1M

)e2

B(P(

FOS ≥

−×

≡

h) Operating weight + Wind/Seismic (Sliding).

5.1H

))P((FOS ≥

µ×≡

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sqm/kN175LB

6eP

BxL

PmaxP

2≤

×

××+≡ Normal operating case, And 1.25 x 175

kN/sqm. for Wind/seismic case

sqm/kN0.0LB

6eP

BxL

PminP

2≥

×

××−≡

RCC Design as per BS 8110 Part 1 and annexure 5 clause 4.