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

SLEEPER DESIGN SLEEPER DESIGN SLEEPER DESIGN SLEEPER DESIGN INSIDE TANK FARM INSIDE TANK FARM INSIDE TANK FARM INSIDE TANK FARM

1 Revised as marked xxx xxx xxx xxx

0 Issued for construction xxx xxx xxx xxx

B Revised as marked. 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

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Type Discp Job SJ Seq Format PAGES

A4A4A4A4 1111 OF 44444444

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Job No: Doc. Revision : Date:

1

XX-X-XXXX-XX-XXXX-1Rev xx-Tank-farm Sleeper design.doc Page 2 of 44

Record of Revisions

Rev Date Revision Description

A Issued for Client’s Approval.

B Revised by changing embedded beam to anchor lugs for sleepers.

0 Issued for Construction.

1 Client’s comments incorporated and revised as marked.

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TABLE OF CONTENTS

Sr.

No. Description

Page No.

1. Introduction 4

2. Scope 4

3. Design considerations 4

4. Design of Steel beam and column. 8

5. Design of foundation 32

6. Annexure

Annexure 1- TANK FARM-6 SLEEPER LOADING DATA 40

Annexure 2- TANK FARM-7 SLEEPER LOADING DATA 41

Annexure 3- Beam flange bending check.

42

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1. Introduction:

This document is produced to cover the design calculations of sleepers.

2. Scope:

This document presents design calculations of sleepers inside tank farm.

3. Design considerations:

a) Seismic load: Seismic load on the sleeper as per Design basis.

Seismic load combination and load factor.

While using UBC force for BS8110 combination shall be divided by 1.4 hence

Ve= 0.1/1.4 W = 0.0714 W.

BS code and Client’s design criteria is silent on load combination of thermal (friction force on

Pipe rack and sleepers so reference is made to shell DEP refer next page.

Thermal effects shall be taken along with Seismic and wind loads.

Entire Pipe loading and thermal effects are considered as Imposed load (live load) and factor

of 1.6 is applied in operational condition. So load combination in operation condition is,

= (1.4) x Dead load + (1.6) x Pipe vertical load + (1.6) x Pipe lateral load.

= (1.4) x Dead load + (1.6) x Pipe vertical load + (0.15 x1.6) x vertical load*.

= (1.4) x Dead load + (1.6) x Pipe vertical load + (0.24) x vertical load*…...a

Seismic load combination.

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= (1.2) x Dead load + (1.2) x Pipe vertical load + (1.2) x Pipe lateral load + (1.2) x Seismic load.

= (1.2) x Dead load + (1.2) x Pipe vertical load + (1.2 x 0.15) x Pipe vertical load* + (1.2 x 0.0714) x Pipe vertical

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Load*.

= (1.2) x Dead load + (1.2) x Pipe vertical load + (0.18) x Pipe vertical load* + (0.0857) x Pipe vertical load*.

= (1.2) x Dead load + (1.2) x Pipe vertical load + (0.18 + 0.0857) x Pipe vertical load*.

= (1.2) x Dead load + (1.2) x Pipe vertical load + (0.266) x Pipe vertical load*…………………..a

Comparing combination a and b, the operating load combination with load factor 1.6 found

more stringent so design of components are done with uniform factor of 1.6.

Although the thermal forces are not to be transferred to foundation, the foundation stability

and soil pressures are checked for forces with factor of 1.0. In this case, load component of

friction (0.15) is higher that the seismic (0.0714) so conservatively foundation are checked for

friction force of (0.15) vertical load to account for lower seismic force.

b) Wind load:

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Refer BS 6399 Part -2,

Wind load on pipe sleeper having width more than 4m and pipes of 32” maximum,

Wind Load on 4 pipes = 1.2 x 4 x (32 x 0.0254) x 0.971 = 3.8 kN/m

Pipe operating weight is as follows,

Seismic load for pipes more than 4 Nos. is = 7.26 x 5 x 0.0714 = 2.6 < 3.8 kN/m is less severe than

seismic load so seismic load is governing load case over wind and wind load is neglected.

Also 1.4 DL + 1.6 LL + 1.6 LL (lateral); for superstructure design,

Is severe than 1.2 DL + 1.2 LL + 1.2 LL (lateral) + 1.2 Seismic; for superstructure design, as 1.2 x

0.0714 =0.086 W < (1.6 -1.2). For local anchors, seismic lateral force the load factor of LL (lateral)

(1.6-1.2=0.4) over 0.0714 x 1.2 seismic is governing. So stringent combination of 1.6 factor for

component design is followed for simplicity in calculations.

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4. Design of Steel beam and column.

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Notes: (refer table on next page)

1. Stool height varies from 100mm to 250mm as the pipes are provided at slope of 1:1000.

2. For each sleeper located 6m apart the level difference is 6mm, towards manifold.

3. Stools are shown indicative and height is worked out based on piping information i.e. drawing

number ---------and ---------------. The stools will be provided by piping group.

4. The total height for working out moment at foundation base level is = depth of foundation

below ground + height of steel beam top above FGL + stool height + half of pipe diameter.

5. Maximum size of pipe is considered for working out the moment in each sleeper in the above

expression.

6. Orientation of sleeper in table is 1 when the sleeper is along North-South and 0 when it is

Along East-West.

7. Two groups are identified in sleeper for further design, up-to lateral load of 31kN and 32kN to

63 kN.

8. Sleeper SL-053 is located on middle of culvert so only superstructure design is applicable.

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SL-0

53 R

ES

TIN

G O

N P

IPE

CU

LV

ER

T- F

OU

ND

AT

ION

IS D

ES

IGN

ED

WIT

H P

IPE

CU

LV

ER

T

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Beam stress check: (detailed calculation done for SL-117A and all other sleeper tabulated in table).

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Factored forces on beam for anchor bolt design:

SL-117A Anchor design:

Resultant shear force = √1002+11.8 - 78.68 x µ (where µ co-eff of friction between steel

and concrete (ACI 318 Design guide).

=53.48 kN (to be used for anchor bar design)

Vertical force P= 78.68kN and moment M =18.8 kN-m (for base plate and anchor pullout

design), (minimum vertical load and max. moment is more stringent combination so adopted)

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Tensile force on Anchor P= 74.9 kN = 16.83 kips.

Shear force on Anchor S= 53.48 kN = 12.02 kips.

Supplimentry reinforcement for tension:

Ast = Pu/0.9 x Fy = 74.9 x 1000 / (0.9 x 460 ) = 180mm2 .

Top 4-Nos T12 bars having area of 452mm2

Supplimentry reinforcement for shear:

Ast = Su/0.9 x Fy = 53.48 x 1000 / (0.9 x 460 ) = 129 mm2 .


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All other sleeper anchor design. (SL-0116)

Maximum moment and corresponding axial load is considered.

Shear force is considered maximum of both tank farms.

Resultant shear force = √54.462+27.72 - 92.35 x µ (where µ co-eff of friction between steel

and concrete. =5.69 kN (to be used for anchor bar design).

Vertical force P= 72.62kN and moment M =10.23 kN-m (for base plate and anchor pullout

design), (minimum vertical load and max. moment is more stringent combination so adopted).

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Supplimentry reinforcement for tension:

Ast = Pu/0.9 x Fy = 32.44 x 1000 / (0.9 x 460 ) = 78.4mm2 .


Supplimentry reinforcement for shear:

Ast = Su/0.9 x Fy = 5.7 x 1000 / (0.9 x 460 ) = 13.8 mm2 .


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Beam Flange and web check for local bending/Bucking load:

Maximum load from page No of 37 of this document is 139kN/m and stiffners are provided at

750mm c/c. Weight of 8m long pipe filled with product of density is worked out on next page

and beam is checked for the same.

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With load factor of 1.6, shear force is 132.8 kN.

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5. Design of foundation

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Moment due to eccentricity = Fy x e = 37.5 x 0.5 = 18.75 kNm (for SL019B)

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Note-2

Note-1

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Note-2

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Notes:1) Note-1: sleeper shifted on pipe culvert, Note 2: Sleeper deleted.

Note-1

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Annexure 1- TANK FARM-6 SLEEPER LOADING DATA

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Annexure 2- TANK FARM-7 SLEEPER LOADING DATA

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Annexure 3- Beam flange bending check.

C/c distances of biggest pipes (32”) are 1000mm for TF6 and TF7 respectively as shown.

Shoe support as per PDMS snapshot.

Beam size 203 x 133 x 25.

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Notes:

1. As the pipe is very stiff it is not possible that it will bend with respect to beam flange and bear on the

corner of flange. Due to any other reason it bears then it will get self adjusted by a small deflection.

2. Beam is considered as rigidly held between support point (anchor bolts) but which is not a real case It

will follow a small rotation (twisting) along with stool bottom surface to bring in one level.

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Contractor Logo Contractor name - Home - My websiteavinashpataskar.com/data/documents/XX-X-XXXX-XX-X… · · 2014-06-18Contractor Logo Contractor name CLIENT PROJECT MANAGER