8829 Substation

CERT'D

‫الشركة السعودية للكهرباء‬ ‫فرع المنطقة الوسطى‬

ISSUED FOR DETAIL DESIGN SUBMITTAL

ISSUED FOR BASE DESIGN SUBMITTAL

DESCRIPTION


CHK'D

APPVD

Saudi Electricity Company Central Region Branch

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

DESIGN CALCULATION OF CONTROL & SWITCHGEAR BUILDING. NEW 132/13.8 KV SUBSTATION # 8829

REVISIONS DRAWN D.Banerjee

BY: DATE:

08.05.07

CHECKED KSN

BY:DATE:-

08.05.07

OPRG. DEPT BY DATE:-

ENG'G. DEPT. BY:DATE:-

CERTIFIED BY:DATE:THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED

DRAWING TITLE

INDEX

NEW 132/13.8 KV SUBSTATION # 8829 DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING

East Of Unayzah

B

PLANT

C70

Saudi Arabia JOB ORDER NO

DRAWING NO.

SHEET NO.

REV NO.

CE-050622

1 of 87

C

31060103001 DWG CONT SHTCE - 050357

APPVD

‫فرع المنطقة الوسطى‬

CHK'D

TABLE OF CONTENTS

Load Combinations and Load Factors

B.1

Dead and Live Loads

B.2

Wind Load

B.3

Seismic Load

B.4

Soil Pressure

B.5

Surcharge Load

B.6

Crane Load

Stair and Landing

C.3

Stair case roof slab for stair mkd # 1 & 4

C.4

Basement Wall

C.5

Basement Mat Fdn

C.6

Isolated Footing & Combined footing

C.7

Punching shear check for isolated footing

C.8

GIS Floor slab.

C.9

Switchgear Floor slab.

C.12 Roof Beams C.13 Grade Beams

C.10 Crane beam C.11 Crane Bracket

C.14

Beams at Intermmediate Level C.15 Columns C.16 STAAD Beam member no.which govern the design as per beam mkd. In dwg.

30.04.07

CHECKED

D.

KSN

DATE:-

Soil Parameters

A.4

C.2

D.Banerjee

BY:-

A.3

Analysis and Design C.1 Parapet

DRAWN

DATE:

Material Specifications

Load Calculations

REVISIONS

BY:

Design Codes and References

A.2

AJEC

C.

A.1

12/Aug/07


B.

Design Criteria

C

ISSUED FOR BASE DESIGN SUBMITTAL AJEC

AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


A.

Attachments D.1 Sketch Sheet for STAAD File : 8829.std )

30.04.07

& framing sketches of the building ( SK # 1 to 22 )

OPRG. DEPT

D.2

Hollow Core Roof Slab specification

BY

D.3

Standard HS20 - 44 Truck loading (1 sheet).

DATE:-

D.4

Loading detail of GIS equipment on the floor

ENG'G. DEPT.

D.5

Loading detail of switchgear equipment on the floor

BY:-

D.6

Crane manufacturer's drawing & load data.

DATE:-

D.7

Shear reinforcement calculation of basement beam ( mkd. BB* in dwg.)

CERTIFIED BY:-

E

STAAD Analysis and Design E.1 Input/Output ( Control & Switchgear Building.. STAAD File : 8829.std)

DATE:THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED

DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

2 of 87

C

31060103001 DWG CONT SHTCE - 050357

THIS DRAWING AND THE INFORMATION CONTAINED HEREIN ARE THE SOLE PROPERTY OF SAUDI ELECTRICITY CO. NO REPRODUCTION IN FULL OR IN PART SHALL BE OBTAINED FROM THIS DOCUMENT WITHOUT THE WRITTEN CONSENT OF ITS OWNER.

CERT'D

‫الشركة السعودية للكهرباء‬


APPVD CHK'D

A.



DESCRIPTION


A.1

C

AJEC 12/Aug/07

B

AJEC

8/May/07

16/Jun/07

A

NO.

DATE

BY

AJEC

A.2


DESIGN CRITERIA Design Codes and References : 1

ACI 318 --- Building Code Requirements for Structural Concrete

2

ACI 315 ----- For Reinforcement Details

3

UBC 1997 ----- Uniform Building Code (for Wind and Seismic Loads )

4

SEC - CRB Engineering Standards

5

AISC -- American Institute of Steel Construction (9th edition -1989)

6

Foundation Analysis and Design by Joseph E. Bowles 3rd Edition

7

PTS - 05CN129 --- Project Technical Specifications

8

CE - 050621

Civil Design Philosophy

Material Specifications : f c'

=

comp. strength of concrete

=

30.0 MPa

fy

=

yield strength of rebars (Grade 60)

=

420 MPa

Fy

=

yield strength of steel (ASTM A36)

=

250 MPa

wc

=

weight of normal reinforced concrete

=

24

kN/m3

REVISIONS DRAWN

A.3

Soil Parameters :

(As per soil investigation report)

D.Banerjee

BY:

Φ ws

= =

angle of internal friction unit weight of soil, dry

= =

28 19

qa

=

net soil bearing capacity

=

200 kPa

BY

Ks

=

(for spread, mat and isolated fdn) modulus of subgrade reaction

=

30000

DATE:-

Ka

=

coeff. of active soil pressure

=

0.33

Ko

=

coeff. of soil pressure at rest

=

0.50

c

=

soil cohesion (sand)

=

0

DATE:

30.04.07

CHECKED

deg. kN/m3

KSN

BY:DATE:-

30.04.07

OPRG. DEPT


CERTIFIED

kN/m3

Note: There was no Water table at 6m. below existing ground surface.

BY:DATE:THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED

DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

3 of 87

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CERT'D



APPVD CHK'D

A.4


Load Combinations and Load Factors (as per ACI 318 - 95)

a.

Service Load Combinations

S

=

D+L+C

2.0

S

=

D+L+C+H+S

3.0

S

=

D + 1.0 * (L + C + W + H + S)

4.0

S

=

D+W

5.0

S

=

D + 1.0 * (L + C + E / 1.4 + H + S)

6.0

S

=

D + E / 1.4

b.

12/Aug/07

Ultimate Load Combinations

1.0

U

=

1.4D + 1.7L + 1.7C

2.0

U

=

1.4D + 1.7L +1.7C + 1.7H + 1.7S

3.0

U

=

0.75* (1.4D + 1.7L + 1.7W + 1.7H + 1.7S)

=

1.05D + 1.3L + 1.3W + 1.3H + 1.3S

AJEC


1.0

4.0

U

=

0.9D + 1.3W + 1.3H + 1.3S

5.0

U

=

0.75* (1.4D + 1.7L +1.7C + 1.87E / 1.4 + 1.7H + 1.7S)

=

1.05D + 1.3L +1.3C + E + 1.3H + 1.3S

C


AJEC 30/Apr/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


Note: E as per UBC is a factored load (see UBC Sec. 1627)

REVISIONS DRAWN

6.0

U

=

0.9D + 1.43E/1.4

7.0

U

=

0.9D + 1.3W

where

D

=

dead load

=

0.9D + 1.02E

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:-

30.04.07

L

=

roof live load

W

=

wind load

BY

E

=

earthquake load

DATE:-

H

=

earth pressure and/or hydrostatic pressure

S

=

surcharge load

C

=

crane load

DATE:-

OPRG. DEPT



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

4 of 87

C

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CERT'D



APPVD CHK'D

B.


LOAD CALCULATIONS B.1

DEAD and LIVE LOAD :

( LC 9 & LC 10 )



DESCRIPTION


B.1.1 Calculation of All Roof Loads and Explanation of STAAD Input data. Roof Dead Loads : The roof consists of Hollow Core slab supported on longitudinal roof beam. This longitudinal roof beams are supported on column. So the load is acting on these longitudinal beams. Self weight of these hollow core slab are given below which is taken from manufacturars catalogue. Roof Dead Load over GIS Room : We select HCS 300 from manufacturers catalouge for GIS roof based upon the

3.55 kpa

=

1.13 kpa 0.005 kpa

AJEC

=

12/Aug/07

AJEC

Self weight of the hollow core slab ( Jointed )

Waterproofing memb/separ'n sheet 3 100 mm insulation ( 350 n/m )

=

50 mm thk screed ( 2200 kg/m3 )

=

0.035 kpa 1.10 kpa

Protection layer 2 mm @ 300g/sqm Utility

=

0.003 kpa

Air condition duct

=

0.20 kpa

Ceiling Live load

= =

0.25 kpa 1.50 kpa

=

4.22 kpa

DRAWN D.Banerjee

DATE:

( See Attachment # 1 )

SUPERIMPOSED LOAD Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m3)

REVISIONS

BY:

span = 12 m

C

30/Apr/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

superimposed load acting on slab. 4.22 kpa superimposed load =

30.04.07

CHECKED

=

Total Superimposed load

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

S/W +Superimposed load without Live load

=

BY

udl acting on the longitudinal beam

=

DATE:-

( Beam along grid D & L )

3.55+4.22-1.5 = = 6.27*12/2

6.27 kpa 38 kN/m



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

5 of 87

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CERT'D



APPVD


CHK'D

Roof Live Load Live load intencity =

=


=

1.5

kPa =

1.50*12/2

9

kN/m




DESCRIPTION


Superimposed dead loads on Roof: 1

Parapet wall : Assume thickNess

=

150 mm

Dead load of parapet wall

= =

3.6 kPa 1.0 m

=

3.6 kN/m

Parapet height udl

Roof Dead Load over Switchgear Room :

AJEC

AJEC

AJEC

30/Apr/07

16/Jun/07

12/Aug/07

1.13 kpa 0.005 kpa

3 100 mm insulation ( 350 n/m ) 3 50 mm thk screed ( 2200 kg/m )

= =

0.035 kpa 1.10 kpa


=

0.003 kpa

KSN

Air condition duct

=

0.20 kpa

30.04.07

Ceiling

= = =

0.25 kpa 3.50 kpa 1.50 kpa

=

7.723 kpa

C

= =

D.Banerjee 30.04.07

CHECKED BY:DATE:-


=

DRAWN

DATE:

span = 7 m

SUPERIMPOSED LOAD Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m3) Waterproofing memb/separ'n sheet

REVISIONS

BY:

superimposed load acting on slab. 7.72 kpa

superimposed load =


B

A

NO.

DATE

BY

We select HCS 200 from manufacturers catalouge for Switchgear roof based upon the

OPRG. DEPT BY

Air Veltration machine With Pads Live load Total Superimposed load

DATE:-

2.6

kpa


CERTIFIED BY:-


=


=

2.60+7.723-1.5 = = 8.82*7/2

8.82 kpa 31 kN/m

( Beam along grid P & L )


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

6 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D


= =


1.5

kPa =

1.50*7/2

5.25 kN/m

( Beam along grid P & L )



DESCRIPTION




=

150 mm


= =

3.6 kPa 1.0 m

=

3.6 kN/m

Parapet height udl

Roof Dead Load over Control Room :

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

1.13 kpa


=

0.005 kpa 0.035 kpa

50 mm thk screed ( 2200 kg/m3 )

= =

1.10 kpa 0.003 kpa

KSN


30.04.07

Air condition duct

=

0.20 kpa

Ceiling

= = =

0.25 kpa 3.50 kpa 1.50 kpa

=

7.723 kpa

C

=

D.Banerjee 30.04.07

CHECKED BY:DATE:-


=

DRAWN

DATE:

span = 12 m


REVISIONS

BY:


superimposed load =


B

A

NO.

DATE

BY

We select HCS 380 from manufacturers catalouge based upon the


=

Air Veltration machine With Pads Live load

ENG'G. DEPT.


4.55

kpa

BY:DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

7 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D



=

4.55 + 7.723 -1.5

=


=

10.77*12/2

=

65

kN/m

=

9

kN/m

10.77 kpa




DESCRIPTION



=


=



=

150 mm


= =

3.6 kPa 1.0 m

=

3.6 kN/m

Parapet height udl DL 300 thk insulation wall

=

7.20 kPa

wall height udl

=

2.5 m

AJEC

AJEC

AJEC 12/Aug/07 C

superimposed load =

A

8/May/07

18 kN/m

16/Jun/07

=

We select HCS 300 from manufacturers catalouge based upon the

B

BY DATE

kPa


2

NO.

1.5

1.50*12/2

Roof Dead Load over Battery & telecom Room :


span = 9 m



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




=

3.55 kpa


=

1.13 kpa 0.005 kpa 0.035 kpa


= =

3

50 mm thk screed ( 2200 kg/m )

=


=

1.10 kpa 0.003 kpa

Air condition duct

=

0.20 kpa

Ceiling

= = =

0.25 kpa 3.50 kpa 1.50 kpa

=

7.723 kpa

Air Veltration machine With Pads Live load

CERTIFIED



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

8 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D



=

3.55 + 7.723 -1.5

=


=

9.77*9/2

=

44

kN/m

=

9.77*3/2

=

15

kN/m

9.77 kpa

( Beam along grid A & C ) udl acting on the longitudinal beam



DESCRIPTION


( Beam Along grid C & D ) Roof Live Load Live load intencity =

1.5 kPa


=

1.5*9/2

=

6.75 kN/m

=

1.50*3/2

=

2.25 kN/m

( Beam along grid A & C ) udl acting on the longitudinal beam ( Beam Along grid C & D ) Roof struct Dead Load

( Transformer Bay.)

C

AJEC 12/Aug/07

B

AJEC

8/May/07

16/Jun/07

A

NO.

DATE

BY

AJEC

Assumed 1.5mm GALV. SHEET


BY: DATE:

30.04.07

CHECKED

Weight of steel structure Weight of steel sheets

= =

0.85 0.15

kpa kpa

Dead load

=

1.00

kpa


1.5 kPa


=

150 mm


= =

3.6 kPa 1.0 m

=

3.6

Parapet height udl

kN/m

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

External & internal wall load

BY

The wall thickness is 200mm & 300mm

DATE:-

we apply the wall load to the respective beams as UDL depending to the wall height & thickness

ENG'G. DEPT.

in load case 9. The wall loads calculation are given in STAAD input file.

BY:DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

9 of 87

C

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CERT'D



APPVD


CHK'D

B.1.2 Calculation of All Ground Floor Loads and Explanation of STAAD Input data. GIS ROOM



DESCRIPTION


Ground Floor (Basement top) Dead Load One-way slabs : Long span, L

=

Short span, S

=

4.35 m.

=

7.586

=

181

B

=

L

/

Minimum slab thickNes

S =

Use thickNess of slab =

l

24

33

m.

m

See ACI 09.5.3.3

200 mm

GIS Floor slab given as a plate member in the main structural model. Ground Floor (Basement top) Live Load GIS equipment manufacturer:

HYOSOUNG Corp.

(See attachment D # 4 ; For loading detail & opening in the slab to check

AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

the middle column location)

Reference drawings:

07L-A03-01 Rev .0

Layout of 132 kV GiS

The loads are taken from this manufactures drawing. The loads are applied as point load at bay center as per the following sketch given below.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

10 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD

ISSUED FOR DETAIL DESIGN SUBMITTAL 12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


CHK'D



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

11 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

13.8 KV SWITCHGEAR ROOM DEAD LOAD One-way slabs : Long span, L

=

Short span, S

=

3.40 m.

=

9.706



DESCRIPTION


B

=

L

/

Minimum slab thickNes

S =

l

33

See ACI 09.5.3.3

24 =

Use thickNess of slab =

m.

142 m

200 mm

Switchgear Floor slab given as a plate member in the main structural model.

LIVE LOAD

-

13.8 KV SWITCHGEAR ROOM - A & B

Switchgear Manufacturer: Reference dwg No:

ABB N103857-BMA

No. of panels =

(See attachment D # 5 ; For loading

32

detail & opening in the slab to check the middle column location)

AJEC 12/Aug/07

AJEC

Design contact area for all panel Total weight

=

11250 kg

Live load in Switchgear area

=

112.50

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Panel dimensions (H x D x W, m): 2.950 x 1.400 x9.36

increase load by 5% due to variation in actual equipment weight ( instillation Cas only ) Design live load in switchgear = 9.01 kpa Distributed load for Slabs

REVISIONS

D.Banerjee

DATE:

30.04.07

CHECKED BY:DATE:-

1.4

=

Say LIVE LOAD

-

=

9.5

Switchgear Manufacturer: Reference dwg No:

112.5 kn

kpa

See attachment # 5

32

Design contact area for all panel

= =

BY

1.4

x

=

10000 kg

Live load in Switchgear area

=

100.00

=

8.21

11.49 m2

Total weight

BY:-

CERTIFIED

=

ABB

Panel dimensions (H x D x W, m): 2.950 x 1.400 x9.36

DATE:-

13.10

N103857-BMA

30.04.07

ENG'G. DEPT.

÷

13.8 KV SWITCHGEAR ROOM - C

No. of panels =

DATE:-

9.36

8.59 kpa

KSN

OPRG. DEPT

x

13.10 m2

=

DRAWN BY:

=

= ÷

100.0 kn

11.49

8.70 kpa

increase load by 5% due to variation in actual equipment weight ( instillation Cas only ) Design live load in switchgear Say

BY:-

= =

9.14 9.5

kpa

Distributed load for Slabs

kpa


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


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SHEET NO.

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B.2

WIND LOAD

Basic wind speed qs

=


(As per UBC 1997) =

101 mph

=

162

Wind stagnation pressure(Table-16F)

Exposure C ISSUED FOR DETAIL DESIGN SUBMITTAL AJEC C

12/Aug/07


ISSUED FOR BASE DESIGN SUBMITTAL AJEC 8/May/07

16/Jun/07

A

B

DESCRIPTION BY DATE

=

26.0

psf

=

1.24 kPa

=

45.3 ft

SEC std

Height above ave. level of adjoining ground

NO.

kmph (As per SEC Std.)

=

13.80 m

Ce

=

Combined height, exposure and gust factor coeff.(Table-16G)

Cq

=

Pressure coefficient for primary frames (Table-16H)

= 1.35

Windward coeff.

=

0.8

Leeward coeff.

=

0.5

Iw

=

Importance factor (Table-16K)

Pw

=

Design windward pressure = Ce * Cq * qs * Iw

=

1.546 kPa

=

Design leeward pressure = Ce * Cq * qs * Iw

=

0.97 kPa

WIND LOAD CALCULATION

=

1.15

(As per ASCE 7-95)

Calculation of wind load as per ASCE 7-95


BY: DATE:

KSN

BY:-

= =

N/m2 0.613 Kz Kzt V2 I Velocity pressure coefficient as per table 6.3

Kzt

=

(Exposure category C ; Max. ht = 13.8m) 1

I qz

= =

Importance factor = Velocity pressure Basic wind speed 2 1542 N/m

30.04.07

CHECKED

DATE:-

qz Kz

30.04.07

OPRG. DEPT

V

=

BY

qz

=

DATE:-

As per table 6-1 for low rise buildings


CERTIFIED BY:-

pw

=

= =

Design wind pressure

=

1

1.15 for category III from table 6.2 162 kmph

=

45 m/sec

1.5417 kpa =

qz( GCpf - GCpi)

GCpf =

External force coeff as per fig. 6.4 (as shown below)

GCpi =

Inernal force coeff as per table 6.4 (as shown below)

Case -I : With GCpi = +0.8 Case -II : With GCpi = -0.3


DRAWING TITLE

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East Of Unayzah

B

PLANT

C70


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APPVD CHK'D

Case I +0.4

‫فرع المنطقة الوسطى‬ Case II

-0.29

+0.4

GCpf +

+



DESCRIPTION


+0.8

+0.8

-0.3

GCpi

-0.3 GCpi

= -0.4

-0.29 GCpf

= -1.09

As per UBC

0.7

0.01

1.546

-0.83

Windward press = -0.62 kpa Leeward press = -1.68 kpa

Windward press =

1.079 kpa

W/ward press =

1.546

Leeward press =

0.015 kpa

L/ward press =

-0.83

Resultant pressure on frame = 1.06 kpa

Resultant pressure on frame = 1.064 kpa

Resultant press on fr = 2.38

kpa

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Hence calculation as per UBC is on conservative side.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

14 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Pw


=

Design windward pressure = Ce * Cq * qs * Iw

=

1.546 kPa

=

Design leeward pressure = Ce * Cq * qs * Iw

=

0.97 kPa



DESCRIPTION


B.2.1 +X-direction (wind from left when you view plan) : (Load Case - 5) +X-direction is towards right along grids A, B, C, etc. Note: Wind on walls below roof will be applied as uniform load at grid column. Wind on parapet walls will be applied as concentrated loads at roof level. H

=

tributary height of parapet wall

W

=

A

=

tributary width, m H x W, m2

1.0

Fx

=

Wind load on parapet = Pw x A

=

kN at (STAAD joint)

wx

=

Wind load on wall = Pw x W

=

kN/m at (STAAD memb)

Concentrate load at top of column where roof is exist

m

(Refer STAAD File : 8829.std)

AJEC 12/Aug/07

B

C

BY DATE NO.

AJEC

8/May/07

16/Jun/07

Along grid-B

AJEC

Along grid-A

A

About grid 1

REVISIONS

Wind ward

=

4.64 kN

W=

3.000 m

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-D

Wind ward

=

4.64 kN

W=

3.000 m

Along grid-D

Wind ward

=

2.90 kN

W=

1.875 m

Along grid-F

Wind ward

=

6.38 kN

W=

4.13 m

Along grid-K

Wind ward

=

6.38 kN

W=

4.13 m

Along grid-L

Wind ward

=

2.90 kN

W=

1.88 m

Along grid-L

Wind ward

=

5.41 kN

W=

3.500 m

Along grid-P

Wind ward

=

5.41 kN

W=

3.500 m

DRAWN D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

15 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

About grid 15 Along grid-A

Leeward

=

2.90 kN

W=

3.000 m

Along grid-B

Leeward

=

5.80 kN

W=

6.000 m

Along grid-D

Leeward

=

2.90 kN

W=

3.000 m

Along grid-D

Leeward

=

2.10 kN

W=

2.175 m

Along grid-G

Leeward

=

3.74 kN

W=

3.875 m

Along grid-J

Leeward

=

3.70 kN

W=

3.825 m

Along grid-L

Leeward

=

2.05 kN

W=

2.125 m

Along grid-A

Leeward

=

4.35 kN

W=

4.500 m

Along grid-C

Leeward

=

5.80 kN

W=

6.000 m

Along grid-D

Leeward

=

3.55 kN

W=

3.675 m

Along grid-H

Leeward

=

5.80 kN

W=

6.000 m

Along grid-L

Leeward

=

6.28 kN

W=

6.500 m

Along grid-P

Leeward

=

3.38 kN

W=

3.500 m



DESCRIPTION


About grid 14

About grid 19

Calculation of member load due to wall.

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

A

B

C

NO.

DATE

BY

About grid 1 Along grid-A

Wind ward

=

4.64 kN/m

W=

3.000 m

Along grid-B

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-D

Wind ward

=

7.54 kN/m

W=

4.875 m

Along grid-F

Wind ward

=

6.38 kN/m

W=

4.125 m

Along grid-K

Wind ward

=

6.38 kN/m

W=

4.125 m

Along grid-L

Wind ward

=

8.31 kN/m

W=

5.375 m

Along grid-P

Wind ward

=

5.41 kN/m

W=

3.500 m

Along grid-A

Leeward

=

2.90 kN/m

W=

3.000 m

Along grid-B

Leeward

=

4.35 kN/m

W=

4.500 m


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07


ENG'G. DEPT.

About grid 15

BY:DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

16 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



Leeward

=

2.90 kN/m

W=

3.000 m

Along grid-D

Leeward

=

1.45 kN/m

W=

1.500 m

Along grid-G

Leeward

=

3.74 kN/m

W=

3.875 m

Along grid-J

Leeward

=

3.70 kN/m

W=

3.825 m

Along grid-L

Leeward

=

2.05 kN/m

W=

2.125 m

Along grid-A

Leeward

=

4.35 kN/m

W=

4.500 m

Along grid-C

Leeward

=

5.80 kN/m

W=

6.000 m

Along grid-D

Leeward

=

3.55 kN/m

W=

3.675 m

12/Aug/07

Along grid-H

Leeward

=

5.80 kN/m

W=

6.000 m

Along grid-L

Leeward

=

6.28 kN/m

W=

6.500 m

Along grid-P

Leeward

=

3.38 kN/m

W=

3.500 m

CHK'D

Along grid-C

C

APPVD



About grid 19

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


About grid 14


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

17 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.2.2 -X-direction (wind from right when you view plan) : (Load Case - 7) -X-direction is towards left along grids A, B, C, etc. Calculation of joint loads due to parapet wall. Concentrate load at top of column where roof is exist Wind ward

=

6.96 kN

W=

4.500 m

Along grid-C

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-D

Wind ward

=

5.68 kN

W=

3.675 m

Along grid-H

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-L

Wind ward

=

10.05 kN

W=

6.500 m

Along grid-P

Wind ward

=

5.41 kN

W=

3.500 m

Along grid-A

Wind ward

=

4.64 kN

W=

3.000 m

Along grid-B

Wind ward

=

6.96 kN

W=

4.500 m

Along grid-C

Wind ward

=

4.64 kN

W=

3.000 m

Along grid-D

Wind ward

=

2.32 kN

W=

1.500 m

Along grid-G

Wind ward

=

5.99 kN

W=

3.875 m

Along grid-J

Wind ward

=

5.91 kN

W=

3.825 m

Along grid-L

Wind ward

=

3.29 kN

W=

2.125 m

AJEC

Along grid-A

Leeward

=

2.90 kN

W=

3.000 m

Along grid-B

Leeward

=

5.80 kN

W=

6.000 m

12/Aug/07

Along grid-D

Leeward

=

4.71 kN

W=

4.88 m

Along grid-F

Leeward

=

3.99 kN

W=

4.13 m

Along grid-K

Leeward

=

3.99 kN

W=

4.13 m

Along grid-L Along grid-P

Leeward Leeward

= =

5.19 kN 3.38 kN

W= W=

5.38 m 3.500 m


Along grid-A

C


DESCRIPTION


About grid 19

About grid 15

About grid 14

8/May/07 A

AJEC 16/Jun/07

DATE NO.

B

BY

AJEC

About grid 1


BY: DATE:


30.04.07

CHECKED

About grid 19

KSN

BY:DATE:-

30.04.07

Along grid-A

Wind ward

=

6.96 kN/m

W=

4.500 m

Along grid-C

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-D

Wind ward

=

5.68 kN/m

W=

3.675 m




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

18 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-L

Wind ward

=

10.05 kN/m

W=

6.500 m

Along grid-P

Wind ward

=

5.41 kN/m

W=

3.500 m

Along grid-A

Wind ward

=

4.64 kN/m

W=

3.000 m

Along grid-B

Wind ward

=

6.96 kN/m

W=

4.500 m

Along grid-C

Wind ward

=

4.64 kN/m

W=

3.000 m

Along grid-D

Wind ward

=

2.32 kN/m

W=

1.500 m

Along grid-G

Wind ward

=

5.99 kN/m

W=

3.875 m

12/Aug/07

Along grid-J

Wind ward

=

5.91 kN/m

W=

3.825 m

C

APPVD

Along grid-H

Along grid-L

Wind ward

=

3.29 kN/m

W=

2.125 m

Along grid-A

Leeward

=

1.45 kN/m

W=

1.500 m

Along grid-B

Leeward

=

5.80 kN/m

W=

6.000 m

Along grid-D

Leeward

=

4.71 kN/m

W=

4.875 m

Along grid-F

Leeward

=

3.99 kN/m

W=

4.125 m




CHK'D DESCRIPTION


About grid 15

8/May/07 A

AJEC

AJEC 16/Jun/07

DATE NO.

B

BY

AJEC

About grid 14


BY: DATE:

About grid 1

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

19 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


3.99 kN/m

W=

4.125 m

Along grid-L

Leeward

=

5.19 kN/m

W=

5.375 m

Along grid-P

Leeward

=

3.38 kN/m

W=

3.500 m

B.2.3 +Z-direction (wind from top when you view plan) : (Load Case - 6) +Z-direction is towards bottom along grids 1, 2, 3, etc. Calculation of joint loads due to parapet wall.


About grid A =

9.28 kN

W=

6.000 m

Wind ward

=

18.55 kN

W=

12.00 m

Along grid-9

Wind ward

=

18.55 kN

W=

12.00 m

Along grid-15

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-15

Wind ward

=

3.87 kN

W=

2.500 m

Along grid-17

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-19

Wind ward

=

5.41 kN

W=

3.500 m

Along grid-1

Wind ward

=

4.45 kN

W=

2.875 m

Along grid-3

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-5

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-7 Along grid-9

Wind ward Wind ward

= =

9.28 kN 8.62 kN

W= W=

6.000 m 5.575 m

Along grid-11

Wind ward

=

6.96 kN

W=

4.500 m

Along grid-14

Wind ward

=

5.49 kN

W=

3.550 m

Along grid-15

Wind ward

=

2.32 kN

W=

1.500 m

AJEC

Wind ward

12/Aug/07


=

C

AJEC

AJEC 16/Jun/07

8/May/07 A

B


CHK'D DESCRIPTION BY DATE NO.

Leeward

Along grid-5

DRAWN D.Banerjee

DATE:

Along grid-K

Along grid-1

REVISIONS

BY:


30.04.07

CHECKED

About grid D

About grid P

KSN

Along grid-1

Leeward

=

2.78 kN

W=

2.875 m

30.04.07

Along grid-3

Leeward

=

5.80 kN

W=

6.000 m

Along grid-5

Leeward

=

5.80 kN

W=

6.000 m

BY

Along grid-7

Leeward

=

5.80 kN

W=

6.000 m

DATE:-

Along grid-9

Leeward

=

5.39 kN

W=

5.575 m

BY:DATE:-

OPRG. DEPT

ENG'G. DEPT.

Along grid-11

Leeward

=

4.35 kN

W=

4.500 m

BY:-

Along grid-14

Leeward

=

4.88 kN

W=

5.050 m

DATE:-

Along grid-16

Leeward

=

4.83 kN

W=

5.000 m

Along grid-18

Leeward

=

4.35 kN

W=

4.500 m

Along grid-19

Leeward

=

2.42 kN

W=

2.500 m


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

20 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D


AJEC 12/Aug/07 C


AJEC B


AJEC 8/May/07

16/Jun/07

A

NO.

DATE

BY

DESCRIPTION


About grid A Along grid-15

Wind ward

=

3.87 kN/m

W=

2.500 m

Along grid-17

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-19

Wind ward

=

5.41 kN/m

W=

3.500 m

Along grid-1

Wind ward

=

4.45 kN/m

W=

2.875 m

Along grid-3

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-5

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-7

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-9

Wind ward

=

8.62 kN/m

W=

5.575 m

Along grid-11

Wind ward

=

6.96 kN/m

W=

4.500 m

Along grid-14

Wind ward

=

5.49 kN/m

W=

3.550 m

Along grid-15

Wind ward

=

2.32 kN/m

W=

1.500 m

About grid D


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

21 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


Leeward

=

2.79 kN/m

W=

2.875 m

Along grid-3

Leeward

=

5.82 kN/m

W=

6.000 m

Along grid-5

Leeward

=

5.82 kN/m

W=

6.000 m

Along grid-7

Leeward

=

5.82 kN/m

W=

6.000 m

Along grid-9

Leeward

=

5.41 kN/m

W=

5.575 m

Along grid-11

Leeward

=

4.37 kN/m

W=

4.500 m

Along grid-14

Leeward

=

4.90 kN/m

W=

5.050 m

Along grid-16

Leeward

=

4.85 kN/m

W=

5.000 m

12/Aug/07

Along grid-18

Leeward

=

4.37 kN/m

W=

4.500 m

Along grid-19

Leeward

=

2.43 kN/m

W=

2.500 m

AJEC


Along grid-1

C


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


CHK'D

About grid P


BY: DATE:

B.2.4 -Z-direction (wind from bottom when you view plan) : (Load Case - 8)

30.04.07

CHECKED

-Z-direction is towards top along grids 1, 2, 3, etc. About grid P

KSN

Along grid-1

Wind ward

=

4.44 kN

W=

2.875 m

30.04.07

Along grid-3

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-5

Wind ward

=

9.28 kN

W=

6.000 m

BY

Along grid-7

Wind ward

=

9.28 kN

W=

6.000 m

DATE:-

Along grid-9

Wind ward

=

8.62 kN

W=

5.575 m

BY:DATE:-

OPRG. DEPT

ENG'G. DEPT.

Along grid-11

Wind ward

=

6.96 kN

W=

4.500 m

BY:-

Along grid-14

Wind ward

=

7.81 kN

W=

5.050 m

DATE:-

Along grid-16

Wind ward

=

7.73 kN

W=

5.000 m

Along grid-18

Wind ward

=

6.96 kN

W=

4.500 m

Along grid-19

Wind ward

=

3.87 kN

W=

2.500 m


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

22 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


AJEC 12/Aug/07 C


AJEC B


AJEC 8/May/07

16/Jun/07

A

NO.

DATE

BY

DESCRIPTION


CHK'D

About grid L

REVISIONS DRAWN

Along grid-1

Wind ward

=

4.44 kN

W=

2.875 m

Along grid-3

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-5

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-7

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-9

Wind ward

=

8.62 kN

W=

5.575 m

Along grid-11

Wind ward

=

6.96 kN

W=

4.500 m

Along grid-14

Wind ward

=

5.49 kN

W=

3.550 m

Along grid-18

Wind ward

=

5.41 kN

W=

3.500 m

Along grid-19

Wind ward

=

5.41 kN

W=

3.500 m

Along grid-1

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-5

Wind ward

=

18.55 kN

W=

12.00 m

Along grid-9

Wind ward

=

18.55 kN

W=

12.00 m

Along grid-15

Wind ward

=

9.28 kN

W=

6.000 m

Along grid-17

Leeward

=

5.82 kN

W=

6.000 m

Along grid-19

Leeward

=

3.40 kN

W=

3.500 m

About grid A

Calculation of member load due to wall. About grid P, L & D Along grid-1

Wind ward

=

4.44 kN/m

W=

2.875 m

Along grid-3

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-5

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-7

Wind ward

=

9.28 kN/m

W=

6.000 m

Along grid-9

Wind ward

=

8.62 kN/m

W=

5.575 m

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

23 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD




CHK'D DESCRIPTION


Along grid-11

Wind ward

=

6.96 kN/m

W=

4.500 m

Along grid-14

Wind ward

=

7.81 kN/m

W=

5.050 m

Along grid-16

Wind ward

=

7.73 kN/m

W=

5.000 m

Along grid-18

Wind ward

=

6.96 kN/m

W=

4.500 m

Along grid-19

Wind ward

=

3.87 kN/m

W=

2.500 m

Along grid-15

Leeward

=

2.43 kN/m

W=

2.500 m

Along grid-17

Leeward

=

5.82 kN/m

W=

6.000 m

Along grid-19

Leeward

=

3.40 kN/m

W=

3.500 m

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

B

C

A

NO.

DATE

BY

About grid A


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

24 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

B.3


SEISMIC LOAD Calculation of Total Loads. DL at Transformer Roof level:

(EL 13.80)

Roof area 36

x

12.00




DESCRIPTION

1.00

=

Self wt of col.(600x300 and av 1.85m ht ; 8 nos.)

=

Self wt of col.(600x400 and av 1.85m ht ; 8 nos.) Wt. of parapet wall ( avarage 1 m ht., 96 m length )

= =

Wt. of 300 thk. wall ( 1.85 m ht., 36 m length )

=


=

319.7 kN

Roof beams longitudinal (120m length ; Avg. 400x600)

=

691.2 kN

=

2417 kN

=

2 432 m

=

2710 kN 29 kN 61 kN

W1

432

=

x

Transformer Roof DL

DL at GIS Roof level : 36

x

12.00

2 432 m

=

6.27 kN/m2 6.27


=

AJEC

x

Self wt of col.(600x400 and av 1.525m ht ; 7 nos.) Self wt of col.(600x400 and av 3.325m ht ; 7 nos.)

= =

12/Aug/07

432

Wt. of parapet wall ( avarage 1 m ht., 60 m length )

=


=


=

658.8 kN 479.5 kN

C

AJEC 16/Jun/07

8/May/07 A

B

BY

AJEC

Roof load =

345.6 kN 479.5 kN

(EL 10.10)

Dead load intensity roof level =

DATE

432 kN 64 kN 85 kN

1.00 kN/m2

Roof area

NO.

2 432 m

432 m

=

Dead load intensity roof level = Roof load =

= 2

Roof beams longitudinal ( 96m length ; Avg. 400x600 ) W2 = GIS Roof DL

= =

553 kN 4842 kN

REVISIONS

134 kN 216 kN

DRAWN D.Banerjee

BY:

DL at 13.8kv Switchgear Roof & Aux. Trans. Roof level : (EL 4.5) =

2 301 m

( load = 1 kpa)

= =

BY


=

2656 kN 35 kN 140 kN

DATE:-


151 kN 223.2 kN 619.2 kN 972 kN

DATE:

30.04.07

Swithchgear Roof area

CHECKED BY:DATE:-

43

x

7.00

301 m

=

KSN


30.04.07

Roof load =

OPRG. DEPT

2

8.82 kN/m2

301

Aux. transformer bay roof load

x

8.82

Wt. of parapet wall ( avarage 1 m ht., 62 m length )

= =

BY:-

Wt. of 300 thk. wall ( 2 m ht., 43 m length )

=

DATE:-


=


=

319.7 kN

Roof beams longitudinal ( 110m length ; Avg. 400x600 )

=

633.6 kN

ENG'G. DEPT.

CERTIFIED BY:-

W3


=

Swgr. Roof DL

DRAWING TITLE


East Of Unayzah

= INDEX

B

PLANT

C70


( 1*5*7 )

5750 kN DRAWING NO.

SHEET NO.

REV NO.

CE-050622

25 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

DL at Control Room , Battery Room & telecom room Roof level : Roof area

( 12 x 12 + 12 x 12 )




DESCRIPTION


Roof load =

AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07

A

B

BY DATE

2 288 m

x

10.77

=

3103 kN 108 kN 86 kN


=


=

Self wt of col.(600x300 and av 3.75m ht ; 2 nos.) Wt. of parapet wall ( avarage 1 m ht., 36 m length )

= =


=


=


=


=

216 kN

Roof beams longitudinal ( 90m length ; Avg. 400x600 )

=

518.4 kN

=

5392 kN


= =

1296 kN 1296 kN


=

Tie Beam ( 300x500 size & 84m length)

= =

583 kN 302.4 kN 3478 kN


= =

1037 kN 1037 kN

Self wt of col.(600x400 and av 3.00m ht ; 27 nos.) Tie Beam ( 300x500 size & 84m length)

= =

467 kN 302.4 kN 2843 kN

W4

=

Control Roof DL

DL at tie beam level:

W5

NO.

=

10.77 kN/m2

288

=

Total DL


W6

=

345.6 kN 324 kN

(EL 7.5)


DRAWN

43 kN 129.6 kN 518.4 kN

(EL 4.5)


REVISIONS

(EL 4.5)

Total DL

=

D.Banerjee

BY: DATE:

30.04.07

DL at basement top level (GIS & Switchgear area)

(EL 0.00)

CHECKED BY:-

KSN

Area = (12x36 + 7x36)

30.04.07

Floor load =

=

3625 kN

=

480 kN

BY

Transverse beams (72m length ; 300x600)

=

DATE:-


=

OPRG. DEPT

x

5.30

2 684 m


DATE:-

684

=


=

311 kN 233 kN 97 kN

BY:-


DATE:-


= =

1361 kN 756 kN

Basement top DL

=

7548 kN

ENG'G. DEPT.


DRAWING TITLE

INDEX

NEW 132/13.8 KV SUBSTATION # 8829

B

PLANT

C70

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING

East Of Unayzah


DRAWING NO.

CE-050622

SHEET NO.

26 87

of

REV NO.

C

31060103001 DWG CONT SHTCE - 050357


CERT'D




CHK'D

Dead load increase = 10% of live load (equipment) Live Load

=

4000 kN

dead load increase

=

400 kN

DL at basement top level (GIS & Switchgear area)

=

W7= 7948 kN


AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07


DESCRIPTION BY DATE


DL at Grade Beam level (EL 0.00) Transverse beams (45m length ; 300x1250)

=

405 kN


=

Self wt of col.

=


= =

280.8 kN 400 kN 777.6 kN

Wt. of 200 thk. wall ( 2.25 m ht., 72 m length ) Grade Beam level DL = W8

=

777.6 kN 2641 kN

=

2417 kN

GIS Roof DL

=

4842 kN

REVISIONS

W3 W4

= =

Swgr. Roof DL Control Roof DL

= =

5750 kN 5392 kN

DRAWN

W5

=


(EL 4.5)

=

W6

=


(EL 7.5)

=

W7

=

DL- basement top level(GIS & Switchgear area)

=

3478 kN 2843 kN 7948 kN

W8

=

Grade Beam level DL Total W

= =

35310

PLANT

DRAWING NO.

SHEET NO.

REV NO.

CE-050622

27 of 87

C

A

C

Transformer Roof DL

=

B

=

W2

NO.

W1

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

2641 kN kN

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

C70


31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D



APPVD CHK'D

Calculation of base shear


(using UBC 1997 and static load procedure)



DESCRIPTION


Base is Cable Cellar slab level. Z

=

seismic zone coefficient , Zone 1(Table 16I) = 0.075 SD (as per UBC Sec. 1636.2) soil profile type is

Cv

=

seismic coefficient (Table 16R)

=

0.18

Ca

=

seismic coefficient (Table 16Q)

=

0.12

R

=

numerical coefficient (Table 16-N)

=

3.50

I Ct

= =

importance factor (Table 16K) numerical coeff.

= =

1.00 0.03

hn

=

height above the base to roof level

=

13.0 m

ave.

=

42.64 ft

ave.

T

= =

fundamental period of vibration of structure Ct * (hn)^0.75

=

0.501 sec

V

=

base shear

Vmax.

AJEC

AJEC 12/Aug/07

=

2.5*Ca* I/ R

Cv * I / (R * T) * W

=

0.103

xW

*W

=

0.086

xW

=

3037 kN

reqd. base shear = 0.086

x

W

Vertical distribution of base shear Ft = lateral force at top F

= =

=

0.00

use this

for T < 0.7 sec.

lateral force at any level W x h *(Vr - Ft) ∑W x h

C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

Vr

=

=

(OMRF)

REVISIONS DRAWN

Level above base

D.Banerjee

BY: DATE:

30.04.07

Dead load (W)

Ht above base

kN

(h)

Wxh

F=Fx=Fz

m

Transformer Roof

2417

17.35 ave.

41938

451 kN

GIS Roof

4842

13.65 ave.

66094

711 kN

KSN

Swgr. Roof

5750

7.60

ave.

43700

470 kN

30.04.07

Control Roof

5392

7.60

ave.

40981

441 kN

Tie beam EL4.5

3478

7.6

ave.

26430

285 kN

BY

Tie beam EL7.5

2843

10.6

ave.

30131

324 kN

DATE:-

Basement top

7948

3.1

ave.

24637

265 kN

Grade beam level

2641

3.1

ave.

8187

88 kN

∑

Wxh

CHECKED BY:DATE:-

OPRG. DEPT


CERTIFIED BY:-

=

282098

Note: As per UBC Code sec. 1630.6, the storey shear force at any level shall be distributed to the various elements of the vertical lateral-force-resisting system in proportion to their rigidities, considering the rigidity of the roof or floor diaphragm.


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

28 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.1 Transformer Roof level: Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)

X-direction is along grids A, B, C, etc.



DESCRIPTION


(Refer STAAD File : 8829.std) b

=

column size along z-axis

d

=

column size along x-axis

F

H Rx

= =

column height rigidity = 1 H^3 / (12* Iz) + 3 * H / A

=

451 kN

use relative rigidities ie mult. values

Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by

by 1,000

Gaylord and Gaylord A Iz

= =

Fx

=

Frame in Grid A: Grid b

area = b x d moment of inertia abt z-axis = 1 / 12 * b * d^3 F * (Rx / Total Rx) = seismic force in each column d

Grids are based on roof framing plan. Iz Rx Fx H A

1

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

5

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

9

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

15

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

DATE

BY

Frame in Grid B: 1

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

5

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

9

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

15

0.60

0.30

3.70 0.001

0.18

0.31

17.2 kN

Frame in Grid D: 3.70 0.003

0.24

0.73

40.1 kN

REVISIONS

0.40 0.40

3.70 0.003 3.70 0.003

0.24 0.24

0.73 0.73

40.1 kN 40.1 kN

DRAWN

7

0.60

0.40

3.70 0.003

0.24

0.73

40.1 kN

9

0.60

0.40

3.70 0.003

0.24

0.73

40.1 kN

11

0.60

0.40

3.70 0.003

0.24

0.73

40.1 kN

14

0.60

0.40

3.70 0.003

0.24

0.73

40.1 kN

15

0.50

0.40

3.70 0.003

0.20

0.61

33.4 kN

A

C

0.40

0.60 0.60

B

0.60

3 5

NO.

1

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT BY

Total RX =

8.2

Total Fx =

451

DATE:-



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

29 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

Seismic in Z-direction : (Load Case - 2 & 4)

Z-direction is along grids 1, 2, 3, etc.



DESCRIPTION



=


d

=


H Rz

= =

column height rigidity = 1 H^3 / (12* Ix) + 3 * H / A

use relative rigidities ie mult. values by 1,000

= =

Fz

=

Frame in Grid 1 : Grid b

area = b x d moment of inertia abt x-axis = 1 / 12 * b * d^3 F * (Rz / Total Rz) = seismic force in each column d

Grids are based on roof framing plan. Ix Rz Fz H A

A

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

B

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

D

0.40

0.60

3.70 0.007

0.24

1.58

33.2 kN

0.40

d 0.60

Grids are based on roof framing plan. Ix Rz Fz H A 3.70 0.007

0.24

1.58

33.2 kN

AJEC 12/Aug/07 C

AJEC

AJEC 16/Jun/07

8/May/07 A

B

BY

451 kN

Gaylord and Gaylord A Ix

D

DATE

=



NO.

F

REVISIONS


d

Grids are based on roof framing plan. Ix Rz H A

A

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

B D

0.30 0.40

0.60 0.60

3.70 0.005 3.70 0.007

0.18 0.24

1.19 1.58

24.9 kN 33.2 kN

DRAWN D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

Frame in Grid 7 : Grid b D

0.40

d 0.60

Grids are based on roof framing plan. Ix Rz H A 3.70 0.007

0.24

1.58

33.2 kN

30.04.07


ENG'G. DEPT.


d


A

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

BY:-

B

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

DATE:-

D

0.40

0.60

3.70 0.007

0.24

1.58

33.2 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

30 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


0.40

Frame in Grid 14 : Grid b ISSUED FOR DETAIL DESIGN SUBMITTAL

0.40


0.60

d 0.60

d


0.24

1.58

33.2 kN


0.24

1.58

33.2 kN


A

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

B

0.30

0.60

3.70 0.005

0.18

1.19

24.9 kN

D

0.40

0.50

3.70 0.004

0.20

0.94

19.7 kN

Total Rz = Total Fz =

21.49 451

12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


D

d



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

31 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 GIS Roof level: Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)


NO.

AJEC 12/Aug/07


AJEC


AJEC 8/May/07

16/Jun/07

DATE

BY

DESCRIPTION



=


d

=


F

H Rx

= =


=


Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by A Iz

= =

Fx

=

Frame in Grid D: Grid b



1

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

3

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

5

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

7

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

9

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

11

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

14

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

Frame in Grid L: Grid b

d

Grids are based on roof framing plan. Iz Rx Fx H A 3.05 0.003 3.05 0.003

0.24 0.24

1.29 1.29

41.0 kN 41.0 kN

DRAWN

5

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

7

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

C

0.40 0.40

B

0.60 0.60

A

1 3

D.Banerjee

DATE:

30.04.07

CHECKED KSN

BY:DATE:-

by 1,000

Gaylord and Gaylord

REVISIONS

BY:

711 kN

9

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

11

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

14

0.60

0.40

3.05 0.003

0.24

1.29

41.0 kN

30.04.07


Frame in Grid F: Grid b 1

0.50

d 0.40

Grids are based on roof framing plan. Iz Rx Fx H A 3.05 0.003

0.20

1.07

34.2 kN


CERTIFIED

Frame in Grid K: Grid b 1

0.50

d 0.40


0.20

1.07

34.2 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

32 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Frame in Grid G: Grid b 14

0.50

Frame in Grid J: Grid b

d 0.40


0.50

0.40


0.20

1.07

34.2 kN


0.20

Total RX =

22.31

Total Fx =

711

1.07

34.2 kN

12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


14

d



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

33 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D





DESCRIPTION



=


d

=


H Rz

= =


AJEC 12/Aug/07 C

AJEC

AJEC 16/Jun/07

8/May/07 A

B

BY DATE

=

711 kN



by 1,000


= =

Fz

=




D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

F

0.40

0.50

3.05 0.004

0.20

1.63

25.9 kN

K

0.40

0.50

3.05 0.004

0.20

1.63

25.9 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN


NO.

F

d


D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN


d


D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN


BY: DATE:

30.04.07

CHECKED


d


D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

KSN

BY:DATE:-

30.04.07

OPRG. DEPT


d


BY

D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

DATE:-

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN


CERTIFIED BY:-


d


D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

34 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD

d


D

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN

G

0.40

0.50

3.05 0.004

0.20

1.63

25.9 kN

J

0.40

0.50

3.05 0.004

0.20

1.63

25.9 kN

L

0.40

0.60

3.05 0.007

0.24

2.73

43.4 kN



44.72 711

12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


CHK'D




BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

35 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Switchgear Roof level: Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)


=


d

=


F

H Rx

= =


=

ie mult. values

Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by A Iz

= =

Fx

=

d


0.40

4.50 0.003

0.24

0.41

26.9 kN

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

5

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

7

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

9

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

11

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

AJEC


area = b x d moment of inertia abt z-axis = 1 / 12 * b * d^3 F * (Rx / Total Rx) = seismic force in each column

0.60

14

0.60

0.40

4.50 0.003

0.24

0.41

26.9 kN

16

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

18

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

19

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

DRAWN

Frame in Grid P: Grid b

d


1

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

3

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

5

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

7

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

9

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

11

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

14

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

BY

16

0.50

0.40

4.50 0.003

0.20

0.34

22.4 kN

DATE:-

18

0.40

0.40

4.50 0.002

0.16

0.27

17.9 kN

19

0.40

0.40

4.50 0.002

0.16

0.27

17.9 kN

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT.

by 1,000

Gaylord and Gaylord

3

REVISIONS

470 kN

use relative rigidities

12/Aug/07


b

1

C


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION



BY:DATE:-

CERTIFIED

Total RX =

7.20

Total Fx =

470


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

36 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D





DESCRIPTION



=


d

=


H Rz

= =


AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07

A

B

BY DATE NO.

DRAWN D.Banerjee

BY: DATE:

KSN

DATE:-

470 kN

use relative rigidities ie mult. values by 1,000


= =

Fz

=




L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN

d


L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN


d


L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN


d


L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN

30.04.07

CHECKED BY:-

=



REVISIONS

F

30.04.07

OPRG. DEPT


d


L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN

BY DATE:-

ENG'G. DEPT.


d


BY:-

L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

DATE:-

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

37 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D





DESCRIPTION


d

L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN



d

L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.50

4.50 0.004

0.20

0.53

20.2 kN



d

L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.40

4.50 0.002

0.16

0.27

10.5 kN



d

L

0.40

0.60

4.50 0.007

0.24

0.90

34.3 kN

P

0.40

0.40

4.50 0.002

0.16

0.27

10.5 kN

Total Rz =

12.33 526

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE

B

BY

AJEC

Total Fz =

NO.



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

38 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Control Roof level: Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)


ISSUED FOR DETAIL DESIGN SUBMITTAL AJEC 12/Aug/07 C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION



=


d

=


F

H Rx

= =


=

441 kN



by 1,000


= =

Fx

=




14

0.60

0.40

4.50 0.003

0.24

0.41

32.6 kN

16

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN

18

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN

19

0.60

0.40

4.50 0.003

0.24

0.41

32.6 kN

Frame in Grid J: Grid b 14

0.50

Frame in Grid H: Grid b 19

0.50

d 0.40

d 0.40


0.20

0.34

27.2 kN


0.20

0.34

27.2 kN


BY: DATE:

30.04.07


0.50

d 0.40


0.20

0.34

27.2 kN

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Frame in Grid D: Grid b

d


14

0.60

0.40

4.50 0.003

0.24

0.41

32.6 kN

BY

15

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN

DATE:-

19

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN


CERTIFIED

Frame in Grid C: Grid b

d


14

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN

BY:-

17

0.50

0.40

4.50 0.003

0.20

0.34

27.2 kN

DATE:-

19

0.50

0.40

4.50 0.003

0.20

0.34

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED

DRAWING TITLE

INDEX


East Of Unayzah

B

27.2 kN PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

39 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Frame in Grid B: Grid b 14

0.60



DESCRIPTION



d 0.30

d



0.18

0.18

13.9 kN


15

0.60

0.30

4.50 0.001

0.18

0.18

13.9 kN

17

0.40

0.40

4.50 0.002

0.16

0.27

21.8 kN

19

0.40

0.40

4.50 0.002

0.16

0.27

21.8 kN

Total RX =

5.57

Total Fx =

441



AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY



BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

b

=


d

=


F

H Rz

= =


=

441 kN



by 1,000


= =

Fz

=




D

0.40

0.60

4.50 0.007

0.24

0.90

41.7 kN

G

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

J

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

L

0.40

0.60

4.50 0.007

0.24

0.90

41.7 kN

30.04.07


ENG'G. DEPT.


d


A

0.30

0.60

4.50 0.005

0.18

0.68

31.3 kN

BY:-

B

0.30

0.60

4.50 0.005

0.18

0.68

31.3 kN

DATE:-

C

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

D

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

40 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Frame in Grid 17 : Grid b A

0.40

0.40

4.50 0.002

0.16

0.27

12.7 kN

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN




DESCRIPTION

0.40

4.50 0.002

0.16

0.27

12.7 kN

C

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

D

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

H

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

L

0.40

0.50

4.50 0.004

0.20

0.53

24.5 kN

Frame in Grid 16 : Grid b L

0.40

0.40

d 0.50

d 0.50


0.20

0.53

24.5 kN


0.20

Total Rz =

AJEC 12/Aug/07 C

AJEC

AJEC 8/May/07

16/Jun/07 B

A


0.40

L

BY

d

A


DATE


C


NO.

d


Total Fz =

0.53

24.5 kN

9.52 441


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

41 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Tie Beam level - 4.5m : Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)




DESCRIPTION



=


d

=


F

H Rx

= =


=

285 kN



by 1,000


= =

Fx

=




1

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

5

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

9

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

15

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

DATE

BY

Frame in Grid B: 1

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

5

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

9

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN

15

0.60

0.30

4.50 0.001

0.18

0.18

8.3 kN


0.24

0.41

19.5 kN

REVISIONS

0.40 0.40

4.50 0.003 4.50 0.003

0.24 0.24

0.41 0.41

19.5 kN 19.5 kN

DRAWN

7

0.60

0.40

4.50 0.003

0.24

0.41

19.5 kN

9

0.60

0.40

4.50 0.003

0.24

0.41

19.5 kN

11

0.60

0.40

4.50 0.003

0.24

0.41

19.5 kN

14

0.60

0.40

4.50 0.003

0.24

0.41

19.5 kN

15

0.50

0.40

4.50 0.003

0.20

0.34

16.3 kN

A

C

0.40

0.60 0.60

B

0.60

3 5

NO.

1

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07



0.50

d 0.40


0.20

0.34

16.3 kN


CERTIFIED

Frame in Grid K: Grid b 1

0.50

d 0.40


0.20

0.34

16.3 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

42 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


0.50

Frame in Grid J: Grid b ISSUED FOR DETAIL DESIGN SUBMITTAL


DESCRIPTION


14

0.50

d 0.40

d 0.40



0.20

0.34

16.3 kN


0.20

Total RX =

6.00

Total Fx =

285

0.34


16.3 kN

Z-direction is along grids 1, 2, 3, etc. (Refer STAAD File : 8829.std)

b

=


d

=


F

H Rz

= =


=

285 kN



by 1,000

AJEC

AJEC 12/Aug/07 C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Gaylord and Gaylord


BY: DATE:

KSN

DATE:-

= =

Fz

=




A

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

B D

0.30 0.40

0.60 0.60

4.50 0.005 4.50 0.007

0.18 0.24

0.68 0.90

12.3 kN 16.4 kN

F

0.40

0.50

4.50 0.004

0.20

0.53

9.6 kN

K

0.40

0.50

4.50 0.004

0.20

0.53

9.6 kN

30.04.07

CHECKED BY:-

A Ix

30.04.07


0.40

d 0.60


0.24

0.90

16.4 kN


ENG'G. DEPT.


d


A

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

BY:-

B

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

DATE:-

D

0.40

0.60

4.50 0.007

0.24

0.90

16.4 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

43 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


0.40

AJEC 12/Aug/07 C


AJEC B


AJEC 8/May/07

16/Jun/07

A

NO.

DATE

BY

DESCRIPTION



d 0.60

d



0.24

0.90

16.4 kN


A

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

B

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

D

0.40

0.60

4.50 0.007

0.24

0.90

16.4 kN


0.40


d 0.60

d


0.24

0.90

16.4 kN


D

0.40

0.60

4.50 0.007

0.24

0.90

16.4 kN

G

0.40

0.60

4.50 0.007

0.24

0.90

16.4 kN

J

0.40

0.60

4.50 0.007

0.24

0.90

16.4 kN


d


A

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

B

0.30

0.60

4.50 0.005

0.18

0.68

12.3 kN

C

0.40

0.50

4.50 0.004

0.20

0.53

9.6 kN

D

0.40

0.50

4.50 0.004

0.20

0.53

9.6 kN

Total Rz =

REVISIONS DRAWN

Total Fz =

15.62 285

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

44 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Tie Beam level - 7.5m : Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)




DESCRIPTION



=


d

=


F

H Rx

= =


=

324 kN



by 1,000


= =

Fx

=




1

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

5

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

9

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

15

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

DATE

BY

Frame in Grid B: 1

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

5

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

9

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN

15

0.60

0.30

3.00 0.001

0.18

0.58

6.5 kN


0.24

1.35

15.0 kN

REVISIONS

0.40 0.40

3.00 0.003 3.00 0.003

0.24 0.24

1.35 1.35

15.0 kN 15.0 kN

DRAWN

7

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

9

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

11

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

14

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

15

0.50

0.40

3.00 0.003

0.20

1.13

12.5 kN

A

C

0.40

0.60 0.60

B

0.60

3 5

NO.

1

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Frame in Grid L:

BY

1

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

DATE:-

3

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

ENG'G. DEPT.

5

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

BY:-

7

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

DATE:-

9

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

11

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN

14

0.60

0.40

3.00 0.003

0.24

1.35

15.0 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

45 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


0.50

Frame in Grid K: Grid b ISSUED FOR DETAIL DESIGN SUBMITTAL AJEC 12/Aug/07 C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


1

REVISIONS

0.50


0.50

Frame in Grid J: Grid b 14

0.50

d 0.40

d 0.40

d 0.40

d 0.40

D.Banerjee

DATE:

BY:DATE:-

3.00 0.003

0.20

1.13

12.5 kN


0.20

1.13

12.5 kN


0.20

Total RX =

29.19

Total Fx =

324

d

=


H Rz

= =

column height rigidity =

1.13

12.5 kN

Z-direction is along grids 1, 2, 3, etc. F

=

1


H^3 / (12* Ix) + 3 * H / A

ie mult. values

=




A

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

B

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

BY:-

D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

DATE:-

F

0.40

0.50

3.00 0.004

0.20

1.71

8.0 kN

K

0.40

0.50

3.00 0.004

0.20

1.71

8.0 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

BY:-

by 1,000

Gaylord and Gaylord

Fz

CERTIFIED

324 kN


30.04.07

ENG'G. DEPT.

12.5 kN


KSN

DATE:-

1.13



= =

BY

0.20

=

A Ix

OPRG. DEPT

3.00 0.003

b

30.04.07

CHECKED



DRAWN BY:



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

46 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN


AJEC

ISSUED FOR BASE DESIGN SUBMITTAL B

AJEC

8/May/07

16/Jun/07

A

NO.

DATE

BY

AJEC

DESCRIPTION




BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

d



d


A

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

B

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN


d


D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN


d


A

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

B

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN


d


D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN


d


D

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

G

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

J

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

L

0.40

0.60

3.00 0.007

0.24

2.86

13.3 kN

30.04.07


ENG'G. DEPT.


d


A

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

B

0.30

0.60

3.00 0.005

0.18

2.14

10.0 kN

BY:-

C

0.40

0.50

3.00 0.004

0.20

1.71

8.0 kN

DATE:-

D

0.40

0.50

3.00 0.004

0.20

1.71

8.0 kN

CERTIFIED

Total Rz =

BY:-

Total Fz =


DRAWING TITLE

324 INDEX


East Of Unayzah

69.69

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

47 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Basement top lev.0.00m : Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)




DESCRIPTION



=


d

=


H Rx

= =


A Iz

= =

Fx

=

Frame in Grid F: Grid b 0.50

AJEC

Frame in Grid G: Grid b

0.40 d 0.40 d


0.20

1.02

12.3 kN


0.20

1.02

12.3 kN


0.16

0.82

9.8 kN

12/Aug/07

AJEC

0.50

d

0.40

5

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

7

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

9

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

11 14

0.40 0.50

0.40 0.40

3.10 0.002 3.10 0.003

0.16 0.20

0.82 1.02

9.8 kN 12.3 kN

30.04.07

CHECKED KSN 30.04.07


ENG'G. DEPT.

Frame in Grid J: Grid b

d


3

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

5

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

7

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN 9.8 kN

9

0.40

0.40

3.10 0.002

0.16

0.82

11

0.40

0.40

3.10 0.002

0.16

0.82

9.8 kN

14

0.50

0.40

3.10 0.003

0.20

1.02

12.3 kN


d


BY:-

3

0.60

0.40

3.10 0.003

0.24

1.23

14.7 kN

DATE:-

5

0.60

0.40

3.10 0.003

0.24

1.23

14.7 kN

7

0.60

0.40

3.10 0.003

0.24

1.23

14.7 kN

9

0.60

0.40

3.10 0.003

0.24

1.23

14.7 kN

11

0.60

0.40

3.10 0.003

0.24

1.23


by 1,000

area = b x d moment of inertia abt z-axis = 1 / 12 * b * d^3 F * (Rx / Total Rx) = seismic force in each column

0.40

D.Banerjee

DATE:-

ie mult. values

3

DRAWN

BY:-


C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

1

REVISIONS

265 kN

Gaylord and Gaylord

Frame in Grid K: Grid b

DATE:

=


1

BY:

F

DRAWING TITLE

INDEX


East Of Unayzah

B

14.7 kN PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

48 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


REVISIONS DRAWN

DATE:

30.04.07

2

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

6

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

8

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

10

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

12 16

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

Frame in Grid N: Grid b

d

KSN

BY:-

30.04.07


ENG'G. DEPT.


2

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

4

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

6

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

8

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

10

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

12 16

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

0.30

0.30

3.10 0.001

0.09

0.26

3.2 kN

Total RX =

22.12

Total Fx =

265


Z-direction is along grids 1, 2, 3, etc. (Refer STAAD File : 8829.std)

b

=


d H Rz

= = =

column size along z-axis column height rigidity = 1 H^3 / (12* Ix) + 3 * H / A

F

=


A Ix

= =

Fz

=




D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

DATE:-

J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN

BY:-

by 1,000

Gaylord and Gaylord

BY:-

CERTIFIED

265 kN


CHECKED

DATE:-


4

D.Banerjee

BY:

d

AJEC 12/Aug/07 C


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


CHK'D

Frame in Grid M: Grid b



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

49 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD



DESCRIPTION


CHK'D


AJEC 12/Aug/07 C

AJEC

AJEC 16/Jun/07

8/May/07 A

B

BY DATE


D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN


d


D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN


NO.

d


d


D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN


d


REVISIONS

D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

DRAWN

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT


d


BY

D

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

DATE:-

G

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN


J

0.40

0.40

3.10 0.002

0.16

0.82

4.0 kN

L

0.40

0.60

3.10 0.007

0.24

2.61

12.8 kN

P

0.40

0.50

3.10 0.004

0.20

1.56

7.6 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

50 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Frame in Grid 2 : Grid b 0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN




DESCRIPTION

AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07

A

B

BY DATE

d


M

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN


d


M

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN


d


M

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN


NO.


M


REVISIONS

d


d


M

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

Frame in Grid 12 : Grid b M N

0.30 0.30

d 0.30 0.30

Grids are based on roof framing plan. Ix Rz H A 3.10 0.001 3.10 0.001

0.09 0.09

0.26 0.26

1.3 kN 1.3 kN

DRAWN D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-


d


M

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

N

0.30

0.30

3.10 0.001

0.09

0.26

1.3 kN

30.04.07

OPRG. DEPT


BY

54.15 265

DATE:-



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

51 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

B.3.2 Grade Beam level - 0.00m : Horizontal distribution of lateral force F to each column. Seismic in X-direction : (Load Case - 1 & 3)




AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION




BY: DATE:

30.04.07

CHECKED

b

=


d

=


F

H Rx

= =


=

88

kN



by 1,000


= =

Fx

=




1

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

5

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

9

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

15

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

17

0.40

0.40

3.10 0.002

0.16

0.27

0.9 kN

19

0.40

0.40

3.10 0.002

0.16

0.27

0.9 kN

Frame in Grid B: 1

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

5

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

9

0.60

0.30

3.10 0.001

0.18

0.53

1.8 kN

15 0.60 Frame in Grid C: Grid b

0.30 d

3.10 0.001 0.18 0.53 1.8 kN Grids are based on roof framing plan. Iz Rx H A

14

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

17

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

19

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Frame in Grid D: 1

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

BY

3

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

DATE:-

5

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

7

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

9

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

11

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

14

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

15 19

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

0.50

0.40

3.10 0.003

0.20

1.02



DRAWING TITLE

INDEX


East Of Unayzah

B

3.5 kN PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

52 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D

Frame in Grid H: Grid b 19

0.50



DESCRIPTION



d 0.40

d



0.20

1.02

3.5 kN


14

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

16

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

18

0.50

0.40

3.10 0.003

0.20

1.02

3.5 kN

19

0.60

0.40

3.10 0.003

0.24

1.23

4.2 kN

Frame in Grid P: Grid b

d


18

0.40

0.40

3.10 0.002

0.16

0.82

2.8 kN

19

0.40

0.40

3.10 0.002

0.16

0.82

2.8 kN

Total RX =

25.65

Total Fx =

88



AJEC 12/Aug/07

AJEC


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

b

=


d

=


H Rz

= =


30.04.07

OPRG. DEPT

F

=

88

A Ix

= =

Fz

=


kN



C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC


by 1,000

Gaylord and Gaylord area = b x d moment of inertia abt x-axis = 1 / 12 * b * d^3 F * (Rz / Total Rz) = seismic force in each column d


A

0.30

0.60

3.10 0.005

0.18

1.96

B

0.30

0.60

3.10 0.005

0.18

1.96

3.5 kN 3.5 kN

D

0.40

0.60

3.10 0.007

0.24

2.61

4.6 kN

BY DATE:-



0.40

d 0.60


0.24

2.61

4.6 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

53 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD



DESCRIPTION


CHK'D

Frame in Grid 5 : Grid b 0.30

0.60

3.10 0.005

0.18

1.96

B

0.30

0.60

3.10 0.005

0.18

1.96

3.5 kN 3.5 kN

D

0.40

0.60

3.10 0.007

0.24

2.61

4.6 kN


0.40


AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

BY

d 0.60

d


0.24

2.61

4.6 kN


A

0.30

0.60

3.10 0.005

0.18

1.96

B

0.30

0.60

3.10 0.005

0.18

1.96

3.5 kN 3.5 kN

D

0.40

0.60

3.10 0.007

0.24

2.61

4.6 kN

D

DATE


A


NO.

d


0.40


0.40


d 0.60

d 0.60

d


0.24

2.61

4.6 kN


0.24

2.61

4.6 kN


0.60 0.60

3.10 0.005 3.10 0.005

0.18 0.18

1.96 1.96

3.5 kN 3.5 kN

DRAWN

C

0.40

0.50

3.10 0.004

0.20

1.56

D

0.40

0.50

3.10 0.004

0.20

1.56

2.8 kN 2.8 kN

C

0.30 0.30

B

A B

A

REVISIONS

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT


d


A

0.40

0.40

3.10 0.002

0.16

0.82

C

0.40

0.50

3.10 0.004

0.20

1.56

1.5 kN 2.8 kN

BY DATE:-

ENG'G. DEPT.


d


BY:-

L

0.40

0.50

3.10 0.004

0.20

1.56

DATE:-

P

0.40

0.40

3.10 0.002

0.16

0.82

2.8 kN 1.5 kN


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

54 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


d


A

0.40

0.40

3.10 0.002

0.16

0.82

C

0.40

0.50

3.10 0.004

0.20

1.56

D

0.40

0.50

3.10 0.004

0.20

1.56

H

0.40

0.50

3.10 0.004

0.20

1.56

L

0.40

0.50

3.10 0.004

0.20

1.56

P

0.40

0.40

3.10 0.002

0.16

0.82


1.5 kN 2.8 kN 2.8 kN 2.8 kN 2.8 kN 1.5 kN

49.62 88

12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


CHK'D




BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

55 of 87

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CERT'D



APPVD CHK'D

B.4


Soil and Hydrostatic Pressure



DESCRIPTION


Soil data: Φ

=

angle of internal friction

=

30

deg.

ws

=

soil density, dry

=

19

kN/m3

Ks

=

modulus of subgrade reaction

=

30000

qa

=

soil bearing capacity

=

200 kPa

kN/m3

(for spread, mat and isolated fdn) H

=

height of soil / Basement wall

=

3.3

Ka

=

active soil coeff.

=

0.3

c

=

soil cohesion (sand)

=

0

m

(3.1+0.5-0.3)

AJEC

AJEC 12/Aug/07 C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

B.4.1 Soil Pressure Ps

= =

soil pressure at 3.3 m. below ground ws * H * Ka

=

20.9 kPa

B.4.2 Hydrostatic Pressure


BY: DATE:

30.04.07

Since no water table is found even at 6.00m below ground level, we are not considering any hydrostatic pressure for cable cellar structure which is only 3.1m below ground level.

CHECKED KSN

BY:DATE:-

30.04.07


ENG'G. DEPT.

Note: Values of Ps will be used in STAAD load input (Load Case - 11).

BY:DATE:-


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B

PLANT

C70


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REV NO.

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CERT'D



APPVD CHK'D

B.5


Surcharge Load (first wheel load)

Design load:

Standard HS20 truck

P

=

nearer wheel load

=

=

71.2 kN

H

=

height of soil behind wall

=

10.82 ft

16.0 kips

=

3.30 m.

x

=

distance of load from wall

=

2.00 ft

=

0.61 m.



DESCRIPTION


(2 ft is the AASHTO min. standard) m

=

x/H

=

0.18

Z

=

distance from top surface to point where

n

=

d

=

Z/H surcharge pressure at any depth Z, kip/ft2

d

=

0.28 x P x n^2

pressure is required

for m < 0.4

H^2 x (0.16 +n^2)^3 d

=

1.77 x P x n^2 x m^2

for m > 0.4

H^2 x (m^2 + n^2)^3

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

DATE

BY

The formulas are from Fdn. Analysis and Design by Bowles 3rd Edition

n

d

m

0.10 0.20

0.18 0.078 0.18 0.191

DRAWN

0.30

0.18 0.220

0.40

0.18 0.187

0.50

0.18 0.139

0.60

0.18 0.098

KSN

0.70

0.18 0.068

30.04.07

0.80

0.18 0.048

0.90

0.18 0.034

1.00

0.18 0.024

A

C

REVISIONS

B

0.18 0.000

NO.

0.00

D.Banerjee

BY: DATE:

30.04.07

CHECKED BY:DATE:-


2 Average δ = 0.10 kip/ft

ENG'G. DEPT.

or

BY:-

4.73 kPa

DATE:-

Design uniform surcharge, δd1

CERTIFIED

=

4.73 kPa


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B

PLANT

C70


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CERT'D



APPVD


CHK'D

B.5.1 Surcharge Load (2nd wheel load) P

=

farthest wheel load

=

=

71.2 kN

H

=

height of soil behind wall

=

10.82 ft

16.0 kips

=

3.30 m.

x

=

distance of load from wall

=

8.00 ft

=

2.44 m.



DESCRIPTION


(next wheel is 6 ft away) m

=

x/H

Z

=

distance from top surface to point where

=

0.74

pressure is required n

=

d

=

d

=

Z/H surcharge pressure at any depth Z, kip/ft2 0.28 x P x n^2

for m < 0.4

H^2 x (0.16 +n^2)^3 d

=

1.77 x P x n^2 x m^2

for m > 0.4

m

d

0.74 0.008

0.20

0.74 0.026

0.30

0.74 0.046

REVISIONS

0.40 0.50

0.74 0.060 0.74 0.065

DRAWN

0.60

0.74 0.064

0.70

0.74 0.058

0.80

0.74 0.051

0.90

0.74 0.043

1.00

0.74 0.036

B

A

NO.

DATE

8/May/07

0.10

16/Jun/07

0.74 0.000

12/Aug/07

AJEC

n 0.00

C

AJEC

BY

AJEC

H^2 x (m^2 + n^2)^3

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Average d = 0.041 kip/ft2 or

BY DATE:-

1.98 kPa Design uniform surcharge, δd2

=

1.98 kPa

ENG'G. DEPT.

Total uniform surcharge, δd

BY:DATE:-

=

δd1

+

=

6.7

kPa

δd2

CERTIFIED BY:-

Note: This load will be applied in all cable cellar walls as STAAD input (Load Case - 12).


DRAWING TITLE

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East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

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CERT'D



APPVD CHK'D

B6.


Crane Load Analysis and Input load data (Load Case - 13)

TYPE:

EOT crane with top running trolley

( See attachment D#6 ;Crane



DESCRIPTION


manufacturer's dwg.) Crane capacity

=

6.0 t

Max. lifting wt

=

6.0 t

Span of the crane

=

12 m.

No of wheels

=

Distance from center of crane beam to col center

=

0.55 m.

Wheel base

=

2.20 m.

Max. static wheel load

=

3.83 t

Weight of the crane including trolley

=

Self weight of crane girder

=

1.00 kN/m ( assuming)

Center to center of column

=

6.25 m

Weight of crane girder

=

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

A

B

C

BY DATE NO.

per wheel

3.7 t (max)

6.3 kN

Calculation of Wheel loads with Impact Vertical load/wheel considering 25% impact

REVISIONS

2 per side

48 kN

(as per SES Spec.)

Horizontal load/Rail = 0.5*(20% of lifted load+hoist+trolley) =

=

9.7 kN

(as per SES Spec.)

Horizontal load/wheel considering 25% iMPact

=

6.1 kN

Longitudinal load considering 10% of wleel load

=

3.8 kN

Horizontal load/rail considering 25% iMPact

=

4.8 kN

(as per SES Spec.)

Vertical, transverse and longitudinal iMPact are not to be considered acting concurrently. Therefore worst case will be with vertical load. Calculation of wheel load on column bracket

DRAWN D.Banerjee

BY: DATE:

30.04.07

Worst vertical load on any column bracket will be when one wheel is on the top Therefore the total reaction of two wheels + self wt of girder =

82.0 kN

Eccentricity of vertical loads from column center

=

0.55 m

Therefore additional moment due to eccentricity

=

45.1 kN-m

Horizontal load due to iMPact on column

=

10.4 kN

CHECKED KSN

BY:DATE:-

30.04.07



CERTIFIED

Note: This load will be applied on column at crane level as STAAD input (Load Case - 13).


DRAWING TITLE

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B

PLANT

C70


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SHEET NO.

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CERT'D



APPVD CHK'D

C.1



DESCRIPTION


H


Parapet =

max. height of parapet

=

1.00 m

tc

=

Min thickNess= H / 10 design thickNess of parapet

= =

0.10 m. 0.15 m

qw

= =

wind load = windward + leeward ult. moment = 1.7* qw* H^2 / 2

=

Mu d

=

effective depth = tc - clear cover - bar dia/2

=

125 mm

Ku

=

=

0.11 MPa

ρ

=

(clear cover = 20 mm ; bar dia = 10 mm) Mu / (0.9*b*d2) Steel ratio = As/bd = 0.0003

=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a)

=

where a = 0.59*fy^2 / f'c

a =

As

=

reqd area of vert. bars

Asm

=

temp/shrinkage rebars = 0.002 bt(one layer) use

1.85 kPa 1.574 kN-m / m

3017 MPa =

33 =

As

=

select bar dia. (10 to 32 mm)

=

mm2/m 300 mm2/m

300 mm2/m 10 mm

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Provide 10 dia bar @ 200 c/c in one layer and both direction. As provided = 390 mm2 /m

>

300 mm2/m (bothway)

OK.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




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B

PLANT

C70


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CERT'D



APPVD CHK'D

C.2


Stair and Landing



DESCRIPTION


Stair mkd # 1

AJEC

AJEC 12/Aug/07

(Inclined slab is supported at ends)

Ls

=

horizontal span of stair

=

5.40 m

La

=

maximum landing span

=

1.20 m

Hs

=

vertical span of stair

=

3.10 m

B

=

width of stair

=

1.45 m

R

=

riser height

=

0.163

m

T

=

tread width

=

0.300

m

= =

0.225 0.250

m m

=

19

risers

C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

STAIR

REVISIONS

ts

DRAWN

n

Min thickNess of stair = Ls / 20 = design thickNess of stair slab =

number of steps

(max) (max)

18 treads

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Take one meter width of stair ds = weight of single step = 24 x 1/2 x R x T x 1 we θ ws

ENG'G. DEPT. BY:-

CERTIFIED

-1

=

0.587 kN

=

2.065 kN/m

= =

35.03 deg 8.06 kN/m

= wd

=

total dead load = we/cosθ + ws

=

10.58 kN/m

wl

=

live load

=

4.80 kPa

Rd

=

dead load reaction wd * Ls / 2

=

28.6 kN/m

for STAAD input (Load Case 9)

live load reaction wl * Ls / 2

=

13.0 kN/m


= =

=

DATE:-

BY:-

total weight of step = n * ds/ Ls angle of stair w/ horizontal = tan (R / T) wt of stair slab 24 * ts * 1 / cos θ * 1

BY DATE:-

=

Rl

= =


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PLANT

C70


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APPVD CHK'D

Inclined Slab : wu

=



DESCRIPTION


Main rebar: Mu =


f'c

=

34.5

MPa

fy

=

420

MPa

1.4 wd + 1.7 wl

=

22.97 kN/m

wu * Ls^2 / 10

=

66.99 kN-m/m

Ru

=

ultimate reaction = wu * Ls / 2

=

62.02

d

=

effective depth = ts - clear cover - bar dia/2

=

224 mm

Ku

=

=

1.48 MPa

ρ

=


=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a) =

3017 MPa

As

=

=

Asm

=

reqd area of top/bottom bars min. bar area = 0.002 b ts


a

kN

per meter

As

=

812 mm2/m 500 mm2/m 2 812 mm /m


=

12

=

Provide 12 dia bar @ 125 c/c in long dirn. top and bottom. 2 As provided = 905 mm2 /m > 812 mm /m

mm

OK.

AJEC

AJEC 12/Aug/07 C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Provide distribution rebar 10 dia bar @ 200 c/c in top and bottom along shorter dirn.


BY: DATE:

30.04.07

Landing : ta

=

Slab dead load = 4.80 kPa Slab live load = wu = Ult. unif. load = 1.4 * DL + 1.7 * LL

30.04.07

OPRG. DEPT

L =

= =

udl at edge due to stair support = 41.5 kN-m design moment (+ or -) = Wu*L^2/2 + p*L

d Ku

=


=

274 mm

=

=

1.12 MPa

ρ

=

Mu / (0.9*b*d2) Steel ratio = As/bd =

=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a) =

3017 MPa

As

=

=

Asm

=

reqd area of top/bottom bars min. bar area = 0.002 b ta

747 mm2/m 600 mm2/m

a

= As

=


=

BY DATE:-

=

1.45

75.9 kN-m/m

0.0027


KSN

DATE:-

4.80 kPa = 14.88 kPa

p Mu

CHECKED BY:-

For worst effect we have considered three edge discontinuous. overall thickNess of landing slab = 0.300 m

2 747 mm /m 12 mm


Provide 12 dia bar @ 125 c/c in both dirn. top and bottom. 2 As provided = 905 mm2 /m > 747 mm /m

OK.


DRAWING TITLE

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PLANT

C70


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SHEET NO.

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APPVD CHK'D

C.4


Stair and Landing



DESCRIPTION


Stair mkd # 4

AJEC

AJEC 12/Aug/07

(Inclined slab is supported at ends)

Ls

=

horizontal span of stair

=

5.40 m

La

=

maximum landing span

=

1.20 m

Hs

=

vertical span of stair

=

3.10 m

B

=

width of stair

=

1.55 m

R

=

riser height

=

0.163

m

T

=

tread width

=

0.300

m

= =

0.225 0.250

m m

=

19

risers

C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

STAIR

REVISIONS

ts

DRAWN

n

Min thickNess of stair = Ls / 24 = design thickNess of stair slab =

number of steps

(max) (max)

18 treads

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

Take one meter width of stair ds = weight of single step = 24 x 1/2 x R x T x 1 we θ ws

ENG'G. DEPT. BY:-

CERTIFIED

-1

=

0.587 kN

=

2.065 kN/m

= =

35.03 deg 8.06 kN/m

= wd

=

total dead load = we/cosθ + ws

=

10.58 kN/m

wl

=

live load

=

4.80 kPa

Rd

=

dead load reaction wd * Ls / 2

=

28.6 kN/m


live load reaction wl * Ls / 2

=

13.0 kN/m


= =

=

DATE:-

BY:-

total weight of step = n * ds/ Ls angle of stair w/ horizontal = tan (R / T) wt of stair slab 24 * ts * 1 / cos θ * 1

BY DATE:-

=

Rl

= =


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PLANT

C70


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CERT'D



APPVD CHK'D

Inclined Slab : wu

=



DESCRIPTION


Main rebar: Mu =


f'c

=

34.5

MPa

fy

=

420

MPa

1.4 wd + 1.7 wl

=

22.97 kN/m

wu * Ls^2 / 10

=

66.99 kN-m/m

Ru

=

ultimate reaction = wu * Ls / 2

=

62.02

d

=


=

224 mm

Ku

=

=

1.48 MPa

ρ

=


=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a) =

3017 MPa

As

=

=

Asm

=

reqd area of top/bottom bars min. bar area = 0.002 b ts


a

kN

per meter

As

=

812 mm2/m 500 mm2/m 812 mm2/m


=

12

=

Provide 12 dia bar @ 125 c/c in long dirn. top and bottom. 2 As provided = 905 mm2 /m > 812 mm /m

mm

OK.

AJEC

AJEC 12/Aug/07 C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Provide distribution rebar 10 dia bar @ 200 c/c in top and bottom along shorter dirn.


BY: DATE:

30.04.07

Landing : ta

=

Slab dead load = 4.80 kPa Slab live load = wu = Ult. unif. load = 1.4 * DL + 1.7 * LL

30.04.07

OPRG. DEPT

L =

= =

udl at edge due to stair support = 41.5 kN-m design moment (+ or -) = Wu*L^2/2 + p*L

d Ku

=


=

274 mm

=

=

1.22 MPa

ρ

=


=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a) =

3017 MPa

As

=

=

Asm

=

reqd area of top/bottom bars min. bar area = 0.002 b ta

811 mm2/m 600 mm2/m

a

= As

=


=

BY DATE:-

=

1.55

82.2 kN-m/m

0.0030


KSN

DATE:-

4.80 kPa = 14.88 kPa

p Mu

CHECKED BY:-

For worst effect we have considered three edge discontinuous. overall thickNess of landing slab = 0.300 m

2 811 mm /m 12 mm


Provide 12 dia bar @ 125 c/c in both dirn. top and bottom. 2 As provided = 905 mm2 /m > 811 mm /m

OK.

CERTIFIED BY:-

For stair mkd # 2 & 3 we follow the same as stair mkd 1 & 4


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CERT'D



APPVD CHK'D

C.3

Design of roof slab for stair mkd 1 & 4



DESCRIPTION


L tc

AJEC 12/Aug/07 C

AJEC

AJEC 16/Jun/07

8/May/07 A

B

BY

=

34.5

MPa

fy

=

420

MPa

=

maximum slab span

=

Min thickNess of slab = L / 24 = design thickNess of slab

wu

1.55 m 0.06 m 0.150 m

= =

tc x 1

= =

3.60 kN/m 1.00 kN/m

=

ultimate unif. load = 1.4 * wc + 1.7 * wl

=

6.74 kN/m

=

ultimate bending moment wu * L^2 / 8

=

2.024 kN-m/m

= =

effective depth = tc - clear cover - bar dia/2

=

124 mm

Ku

=

=

0.15 MPa

ρ

=


=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a)

Rebars:

d

DATE

f'c

Take one meter width wc = weight of canopy = 24 x wl = live load

Mu

NO.



a =

As

=

reqd area of top bars

Asm

=

temp/shrinkage rebars = 0.002 b t (one layer) use

REVISIONS DRAWN

3017 MPa

=

43

mm2/m

300 mm2/m 300 mm2/m 12 mm

= As =

select bar dia. (10 to 32 mm) =

D.Banerjee

BY: DATE:

30.04.07

CHECKED

Provide 12 dia bar @ 200 c/c in bottom bothway 2 As provided = 565 mm2 /m > 300 mm /m

OK.

KSN

BY:DATE:-

30.04.07




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CERT'D



APPVD CHK'D

C.4


Basement wall

f'c

=

30.0 MPa

fy

=

420 MPa

Ultimate load forces (Vu, Mux, Muy) were taken from STAAD output ( 8829contbldg.std)


=

thickness of cable basement wall

Beam Shear: Vu = max. ultimate shear stress ΦVc

= =

shear stress carried by concrete 0.85/6*(f'c) 0.5 use t

=

0.25 m.

=

410 kPa

=

plate no.-3840 LC-43) ## kPa 776 kPa > OK

=

0.25 m

see staad output

Rebar design: For rebar design see STAAD output.

12/Aug/07 C

AJEC


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


t


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




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CERT'D



APPVD CHK'D

C.5


Basement Mat Fdn. Check soil bearing capacity: qa



DESCRIPTION


From STAAD output (8829.std ) : δy = max. displacement of mat fdn qs

= =

= =

max soil bearing pressure at mat Ks δy x / 100

=

200 kPa 0.552 cm 166 kPa

jt.2651 LC 32 < ## kPa OK

Check punching shear: f'c

=

30.0 MPa

fy

=

420 MPa

From STAAD output : Pu

=

max. axial load of internal columns

=

1670 kN

see staad output

AJEC

AJEC 12/Aug/07 C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

(member no. 321, LC-33) Dimensions: tf = thickness of mat tf' = effective thickness of mat* = tf - 0.065 d = dist of As to top of mat (0.435-0.075-0.016/2) b c

REVISIONS DRAWN

bo

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

=

long column width

= short column width Critical sec is at d/2 from face of column = perimeter for punching shear

bc

= =

2 *(b+c+2d) ratio of long/short col width

Ap

=

Vu

=

punching area = (b+d)*(c+d) design shear = Pu - 1.5 * qs * Ap

ΦVc

=

=

0.400

=

0.335 m

=

0.252 m

=

0.40 m

=

0.60 m

=

3.008 m

=

0.67

=

2 0.56 m

=

1532 kN

=

2353 kN

30.04.07

OPRG. DEPT

=

BY

shear carried by concrete (1 + 2/bc)((0.85* f'c^0.5 * bo * d)/6)

>

1532 kN

DATE:-

ENG'G. DEPT.

OK

BY:DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

67 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

Basement Mat Fdn. Rebar design:



DESCRIPTION


Max. moment developed in plate no. 1157 & 1273. from STAAD analysis bottom reinforcement

=

1877 mm2/m

plate no.-1157

top reinfocement

=

1845 mm2/m

plate no.-1273

Provide 16 dia bar @ 100 c/c in bottom bothway As provided = 2010 mm2 /m > 1877 mm2/m

AJEC 12/Aug/07

Designed by STAAD analysis.

C

AJEC

AJEC 8/May/07 A

ISOLATED FOOTING

16/Jun/07

BY DATE NO.

FOUNDATION DESIGN

B

C.6

OK.

see STAAD output.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

68 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D




ISSUED FOR BASE DESIGN SUBMITTAL AJEC B

ISSUED FOR BASE DESIGN SUBMITTAL AJEC 8/May/07

16/Jun/07

A

REVISIONS


COMBINED FOOTING FOOTING MKD : F3 (Supports mkd. 4938 & 4939 ) (Col. Mkd. - C-19 & D-19 Service load condition Ps = Axial load ( kN ) Mx = Moment about x axis (kN-m) Mz

=

LOAD CASE- 24 Supp- 4939 715

Moment about z axis (kN-m)

Supp- 4938 753

11

13

76

136

3.3 0.5

X 1.5 3 Z (Axis are taken as per STAAD analysis )

1.5

4939

###

DRAWN D.Banerjee

BY: DATE:

30.04.07

CHECKED

0.75

KSN

BY:-

3

0.75 qa

=

ws

=

BY

f'c

=

30.0 MPa

DATE:-

fy

=

420 MPa

DATE:-

30.04.07

4.5

OPRG. DEPT

200 kPa 19

kN/m3



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

69 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D CHK'D DESCRIPTION BY DATE NO.





57.00 3.00 4.50 13.5 10.1

0.039 kn-m m m m2 m3 m3 m m m m kN

H Wf

= = = = =

col size along x col size along z thickNess of footing depth of footing below ground weight of footing

= = = = =

6.8 0.40 0.50 0.40 3.30 129.6

Ws

=

weight of soil

=

721.8 kN

qa, gross

=

qa + ws * H

qs,gross1

=

Soil pressure

b c tf

= = = =

m

263 kPa

(Ps + W f + W s) / A +/- Mx / Zx +/- Mz / Zz 172 214

+//

10.37 151

+//

31 193

/

130

<

## kPa O. K.

12/Aug/07 C

AJEC


AJEC

8/May/07

16/Jun/07

A

NO.

DATE

BY

AJEC

DESCRIPTION


CHK'D

ez1 = eccentricity due to different vertical load for case 24 = = So, additional moment Mx for eccentricity L = design length of footing, along x = W = design width of footing, along z = A = area of footing = Zx = Sectional modulus about x axis = Zz = Sectional modulus about z axis =

use L and W

= =

3.00 m 4.50 m

REVISIONS DRAWN

Strength design

D.Banerjee

BY: DATE:

KSN

BY:DATE:-

LOAD CASE- 33 Supp- 4939 976

30.04.07

CHECKED

30.04.07

OPRG. DEPT

Ultimate load condition Pu = Axial load ( kN )

Supp- 4938 1055

Mx

=

Moment about x axis (kN-m)

16.35

0.07

Mz

=


29.74

82.5

ez1

=

eccentricity due to different vertical load =

qs,gross3

=

Soil pressure

BY DATE:-

0.06 m


CERTIFIED

= = =

(Ps + W f + W s) / A +/- Mx / Zx +/- Mz / Zz 214 244

+//

13.36 210

+//

17 217

/

184


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

70 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D




CHK'D

For conservative design, taking the average of the maximum two soil pressure values throughout the foundation : qu,gross = 227 kPa qu,net = qs,gross - 24*tf - ws*(H - tf)


AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


=

REVISIONS

162 kPa

critical sec is at d/2 from face of column Check punching shear: Pu = Worst Axial load for punching shear only = 1055 kN d = dist of As to top of ftg (500-75-16/2) = 0.32 m bo

perimeter for punching shear 2 *(b+c+2d) ratio of long/short col width

=

bc

= = =

Ap

=

=

Vu

=

punching area = (b+d)*(c+d) design shear = Pu - qu * Ap

ΦVc

= =

=

(LC 32)

3.07 m 1.25

=

0.586 m2 960 kN

=

1962 kN

=

0.5 m.

= =

1.30 m. 1.30 m.

=

159.4 kN

(1 + 2/bc)((0.85* f'c^0.5 * bo * d)/6) shear carried by concrete

Check beam shear: Take one meter width of ftg Critical section is at distance d from face of column. Lw = cantilever length of ftg from col face (along Z) = ( W c )/ 2 Lo = cantilever length of ftg from col face (along X) = ( L c )/ 2 Ld = design length, greater of Lw or Lo Vu

=

design shear =

ΦVc

=

shear carried by concrete 0.85 x 1/ 6 x f'c^0.5 x b x d

=

Supp-4938

qu * (Ld -d) use tf

=

246 kN

=

0.40 m

>

## O.K.

O.K.

DRAWN D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

71 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D




CHK'D

Strength design Rebar design:



DESCRIPTION


Bot bars: Mu =

design positive moment qu x Ld^2 / 2

=

= d Ku

=

dist of As to top of ftg

=

=

=

ρ

=


=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a)

=

Asm

=

0.32 m 1.52 MPa

0.0037

where a = 0.59*fy^2 / f'c As

137 kN-m/m

a

=

3469 MPa

reqd area of bottom bars

=

temp/shrinkage rebars = 0.002 b tf

=

1180 mm2/m 800 mm2/m

= =

1180 mm2/m 16 mm

Ash use select bar dia. (10 to 32 mm)

Provide 16 dia bar @ 150 c/c horizontally in both way at bottom. As provided =1340 mm2 /m > 1180 mm2/m OK.

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Also Provide 12 dia bar @ 200 c/c horizontally in both way at top.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

72 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D



CHK'D

Footing MKD : F4 (Supports mkd. 4932, 4935, 4936 ) (Col. Mkd. - B-15 / C-15 / D-15 )

‫الشركة السعودية للكهرباء‬ ‫فرع المنطقة الوسطى‬

4936 B-15 474

### C-15 319


101.6

96.2

149

0.1

4.5

3.55 1223 (LC - 27)



DESCRIPTION


Service load condition Ps = Axial load ( kN ) Mx

=

Mz

=


4932 (LC - 25) D-15 1533

Ps

=

Axial load ( kN )

591

603

Mx

=


66

101

151

Mz

=


0.65

7.7

37.1

C.L

3.3

Y Z

AJEC

AJEC 12/Aug/07

1.2

3

3

1.2 X Z

3.5

C

AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

0.5


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07



CERTIFIED BY:-

ex1 ex2 L W A Zx

= = = = = =

eccentricity due to different vertical load for case1 eccentricity due to different vertical load for case2 design length of footing, along z design width of footing, along x area of footing Sectional modulus about x axis

= = = = = =

Zz

= =

Sectional modulus about z axis col size along x

= =

b

-1.3658641 m -0.7846058 m 8.40 m 3.50 m 29.40 m2 41.16 m3 17.2 m3 0.40 m

(right side from C.L)


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

73 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D




DESCRIPTION


CHK'D

c tf


H Wf

= = = =

col size along z thickNess of footing depth of footing below ground weight of footing

= = = =

0.50 0.40 3.30 282

Ws

=

weight of soil

=

### kN

qa, gross

=

qa + ws * H

=

263 kPa

qs,gross1

=

Soil pressure

qs,gross2

=

use L and W

Soil pressure

= =

= = =

(Ps + W f + W s) / A +/- Mx / Zx +/- Mz / Zz

= = =

(Ps + W f + W s) / A +/- Mx / Zx +/- Mz / Zz

142 228

82 135

+//

+//

+//

0.5 57

2.7 34

/

56

<

## kPa O. K.

/

29

<

## kPa O. K.

4936 B-15 491

### C-15 293

4932 (LC - 43) D-15 1694

4.25

10.7

=

eccentricity due to different vertical load for case1

=

Soil pressure

AJEC

0.02

12/Aug/07


C

209

=

AJEC

136

Mz

AJEC

136.3

8/May/07


16/Jun/07

=

qs,gross3

A

50.5 130

+//

Mx

ex1

B

BY DATE

85.613 227

8.40 m 3.50 m

Strength design load condition Ps = Axial load ( kN )

NO.

m m m kN

REVISIONS DRAWN

= = =

=

-1.46 m

(Ps + W f + W s) / A +/- Mx / Zx +/- Mz / Zz 147 +/- 99.331 +/0.9 248 / 246 / 49 /

47

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07

OPRG. DEPT

<

## kPa O. K.

For conservative design, taking the average of the maximum two soil pressure values throughout the foundation : qu,gross = 247 kPa qu,net = qs,gross - 24*tf - ws*(H - tf) =

182 kPa

BY DATE:-



DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

74 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D




CHK'D

critical sec is at d/2 from face of column Check punching shear: Pu = Worst Axial load for punching shear only = 1955 kN d = dist of As to top of ftg (500-75-12/2) = 0.319 m



DESCRIPTION


bo


=

bc

= = =

Ap

=

=

Vu

=


ΦVc

= =

=

shear carried by concrete

=

2996 kN

=

1.55 m.

= =

0.95 m. 1.55 m.

Vu

=

design shear =

qu * (Ld -d)

=

224.2 kN

ΦVc

=

shear carried by concrete 0.85 x 1/ 6 x f'c^0.5 x b x d

AJEC

Bending Moment diagrame for the footing slab under worst load case :-

12/Aug/07

Taking unit width of footing w= 182 kN/m

C

A

AJEC

0.40 m

AJEC

278 kN

=

8/May/07

=

16/Jun/07

use tf

B

BY DATE NO.

0.80 0.589 m2 1848 kN

(1 + 2/bc)((0.85* f'c^0.5 * bo * d)/6)

Check beam shear: Take one meter width of ftg Critical section is at distance d from face of column. Lw = cantilever length of ftg from col face (along W) = ( W c )/ 2 Lo = cantilever length of ftg from col face (along L) = Ld = design length, greater of Lw or Lo

=

Supp- 4932 (LC 32)

3.076 m

=

>

1848 O.K.

O.K.


BY: DATE:

30.04.07

218.7 kN-m

Maximum Bending moment along shorter span = qu x Ls^2 / 2

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70



APPVD CERT'D



DRAWING NO.

SHEET NO.

REV NO.

CE-050622

75 of 87

C

31060103001 DWG CONT SHTCE - 050357


CHK'D

Strength design Rebar design:



DESCRIPTION


Bot bars: Mu =

design positive moment

=

219 kN-m/m

dist of As to top of ftg

=

0.32 m

d Ku

=

ρ

=

Mu / (0.9*b*d ) Steel ratio = As/bd =

=

[fy - (fy^2 - 4* a * Ku)^0.5] / (2*a)

As

=

Asm

=

=

2

=

2.39 MPa

reqd area of bottom bars

=

temp/shrinkage rebars = 0.002 b tf

=

1887 mm2/m 800 mm2/m

= =

1887 mm2/m 16 mm

0.0059


a =

Ash use select bar dia. (10 to 32 mm)

2745 MPa

Provide 16 dia bar @ 100 c/c horizontally in both way at bottom. 2 As provided = 2010 mm2 /m > 1887 mm /m OK.

AJEC 12/Aug/07

AJEC

C

8/May/07 A

16/Jun/07

DATE NO.

B

BY

AJEC

Also Provide 12 dia bar @ 200 c/c horizontally in both way at top.


BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-

30.04.07




DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

76 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D



CHK'D

C.7 L W A Zx ISSUED FOR DETAIL DESIGN SUBMITTAL AJEC 12/Aug/07

Check for punching shear (Supports mkd. 4934,4943,4944 ) = design length of footing, along x = design width of footing, along z = area of footing = Sectional modulus about x axis

= = = =

2.80 2.80 7.84 3.66

m m m2 m3 m3 m m m m kN

H Wf

= = = = = =

Sectional modulus about z axis col size along x col size along z thickNess of footing depth of footing below ground weight of footing

= = = = = =

3.66 0.30 0.60 0.40 3.30 75

Ws

=

weight of soil

=

422 kN

Pu

=

Axial load

=

949 kN

Mx

=

Moment about x axis

=

14 kNm

Mz

=

Moment about z axis

=

1.1 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4934 (LC 33) max. load

(Pu + W f + W s) / A +/- Mx / Zx +/- Mz / Zz 184 188

+//

3.8 188

+//

0.3 181

/

180


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


Zz


123 kPa


BY: DATE:

30.04.07

CHECKED

critical sec is at d/2 from face of column Check punching shear: Pu = Worst Axial load for punching shear only = 949 kN d = dist of As to top of ftg (400-75-16/2) = 0.32 m bo bc

= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

3.07 m 0.50

=

0.566 m2 878.7 kN

=

3773 kN


>

879 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

77 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D




ISSUED FOR DETAIL DESIGN SUBMITTAL AJEC 12/Aug/07

= = = =

2.50 2.50 6.25 2.60

m m m2 m3

2.60 0.30 0.60 0.40 3.30 60

m3 m m m m kN

H Wf

= = = = =


= = = = = =

Ws

=

weight of soil

=

334 kN

Pu

=

Axial load

=

956 kN

Mx

=

Moment about x axis

=

23 kNm

Mz

=

Moment about z axis

=

13.0 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4942 (LC 33)


+//

8.8 220

+//

5 212

/

202


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


CHK'D

Check for punching shear (Supports mkd. 4941,4942,4933 ) L = design length of footing, along x W = design width of footing, along z A = area of footing Zx = Sectional modulus about x axis Zz = Sectional modulus about z axis

160 kPa


BY: DATE:

30.04.07

CHECKED


= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

3.07 m 0.50

=

0.566 m2 865.4 kN

=

3773 kN


>

865 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

78 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D





= = = =

2.80 2.80 7.84 3.66

m m m2 m3

3.66 0.40 0.50 0.40 3.30 75

m3 m m m m kN

H Wf

= = = = =


= = = = = =

Ws

=

weight of soil

=

421 kN

Pu

=

Axial load

=

### kN

Mx

=

Moment about x axis

=

30 kNm

Mz

=

Moment about z axis

=

20.0 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4928 (LC 33)


+//

8.2 230

+//

5.5 225

/

214


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


CHK'D

Check for punching shear (Supports mkd. 4945,4928) L = design length of footing, along x W = design width of footing, along z A = area of footing Zx = Sectional modulus about x axis Zz = Sectional modulus about z axis

171 kPa


BY: DATE:

30.04.07

CHECKED


= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

3.07 m 0.80

=

0.586 m2 1187 kN

=

2641 kN


>

1187 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

79 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D





= = = =

2.50 2.50 6.25 2.60

m m m2 m3

2.60 0.40 0.50 0.40 3.30 60

m3 m m m m kN

H Wf

= = = = =


= = = = = =

Ws

=

weight of soil

=

333 kN

Pu

=

Axial load

=

### kN

Mx

=

Moment about x axis

=

28 kNm

Mz

=

Moment about z axis

=

3.0 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4946 (LC 33)


+//

10.8 240

+//

1.2 221

/

219


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


CHK'D


177 kPa


BY: DATE:

30.04.07

CHECKED


= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

3.07 m 0.80

=

0.586 m2 945.4 kN

=

2641 kN


>

945 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

80 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D





= = = =

2.00 2.00 4.00 1.33

m m m2 m3

1.33 0.40 0.50 0.40 3.30 38

m3 m m m m kN

H Wf

= = = = =


= = = = = =

Ws

=

weight of soil

=

209 kN

Pu

=

Axial load

=

635 kN

Mx

=

Moment about x axis

=

10 kNm

Mz

=

Moment about z axis

=

10 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4930 (LC 33)


+//

7.5 221

+//

7.5 221

/

206


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


CHK'D

Check for punching shear (Supports mkd. 4930,4937,4947) L = design length of footing, along x W = design width of footing, along z A = area of footing Zx = Sectional modulus about x axis Zz = Sectional modulus about z axis

164 kPa


BY: DATE:

30.04.07

CHECKED


= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

3.07 m 0.80

=

0.586 m2 539.2 kN

=

2641 kN


>

539 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

81 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D





= = = =

2.00 2.00 4.00 1.33

m m m2 m3

1.33 0.40 0.40 0.40 3.30 38

m3 m m m m kN

H Wf

= = = = =


= = = = = =

Ws

=

weight of soil

=

212 kN

Pu

=

Axial load

=

530 kN

Mx

=

Moment about x axis

=

31 kNm

Mz

=

Moment about z axis

=

10 kNm

qu,gross

=

Soil pressure

b c tf

= = =

Supp- 4929 (LC 33)


+//

23.3 211

+//

7.5 179

/

164


C

AJEC


AJEC 8/May/07

16/Jun/07 B

A

NO.

DATE

BY

DESCRIPTION


CHK'D


154 kPa


BY: DATE:

30.04.07

CHECKED


= = =

BY

Ap

=

DATE:-

Vu

=

ΦVc

= =

KSN

BY:DATE:-

30.04.07

OPRG. DEPT

ENG'G. DEPT. BY:-


=


=

=

2.87 m 1.00

=

0.514 m2 451.1 kN

=

2116 kN


>

451 OK

DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

82 of 87

C

31060103001 DWG CONT SHTCE - 050357


APPVD CERT'D



APPVD CHK'D

C.8


GIS FLOOR SLAB DESIGN

Maximum deflection as per output =

0.69 cm

node 6347 , Load Case-32

Allowable deflection = L / 240 =

1.81 cm

>>

OK


AJEC


AJEC

8/May/07

16/Jun/07

A

NO.

DATE

BY

AJEC

DESCRIPTION


( L = 4.35m)

As per output minimum reinforcement required in slab Provide 16 dia bar @ 150 c/c horizontally in each face. 2 As provided = 1340 mm2 /m > 360 mm /m

OK.

360 mm2/m

distribution reinforcement =

Provide 16 dia bar @ 200 c/c horizontally in each face. 2 As provided = 1005 mm2 /m > 360 mm /m

C.9

OK.

SWITCHGEAR FLOOR SLAB DESIGN

Maximum deflection as per output =

0.92 cm

node 6883 , Load Case-32

Allowable deflection = L / 240 =

1.42 cm

>>

OK

( L = 3.40m)

REVISIONS DRAWN

As per output minimum reinforcement required in slab

D.Banerjee

BY: DATE:

30.04.07

CHECKED KSN

BY:DATE:-


OK.

30.04.07

OPRG. DEPT

distribution reinforcement =

360 mm2/m

BY DATE:-

ENG'G. DEPT.


OK.

BY:DATE:-


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

83 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

C.10 CRANE BEAM DESIGN

=

2.20 m

max. crane beam span vertical load per wheel = P1 = P2

= =

6.25 m 38.3 kn

Pz

=

horizontal load per wheel

=

6.10 kn

ai

=

limiting value of "a" to get max. moment (as per AISC page 2-128, Case 41)

AJEC

a

= <

0.586 * L = 3.66 m ai hence, max. moment is under P1 at x = 1/2 * (L - a / 2)

12/Aug/07


= = =

wheel base = distance between wheels

L Py

wr

C


AJEC 8/May/07 A

16/Jun/07

BY DATE NO.

B

DESCRIPTION


Crane Girder


BY: DATE:

30.04.07

CHECKED

a

This also applies to moment due to horizontal load.

L wr

= =

DATE:-

weight of rail (ASCE 40) =

50

lb/yard

Span of the girder = Center to center of column weight of rail (ASCE 40) = 50 lb/yard

=

0.24 kn/m

= =

6.25 m 0.24 kn/m

Try with HEB 320 Properties of single section: bf = HEB 340: 30.0 cm tf = 2.05 cm A= Ix =

KSN

BY:-

=

30.04.07

Sx =

OPRG. DEPT

161 cm2 #### cm4 3

1930 cm

d/Af

d= tw =

32.0 cm

w= Iy =

1.27 kn/m 9240 cm4

Sy =

616 cm3

0.52 cm-1

=

1.2 cm

BY DATE:-

Lb

=

L

=

unbraced length of compression flange

wc

=

dead weight of combined section + rail

rT

=

radius of gyration of comp. fl. Plus 1/3 of the

=

6.25 m

ENG'G. DEPT. BY:-

=

1.51 kn/m

DATE:-

CERTIFIED

=

7.99 cm

comp. web about an axix in the plane of the web


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

84 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

Check bending stresses as per AISC Specs. Sec. 1.5.1.4.5 and 1.6.1 z-axis bending: Mz1 = max. moment due to wheel load



DESCRIPTION


x Mz2 Mz fbz

=

Py / (2*L)*(L - a / 2)^2

=

81.26 kn-m

=

location of Mz1 =

=

2.575 m

=

1 / 2*(L - a / 2) dead load moment at location of Mz1

=

wc * x / 2 * (L - x)

=

= =

design moment = Mz1 + Mz2 bending stress abt z-axis = Mz / Sx

=

88.4 kn-m

=

45.82 Mpa

Determine allow. bending stress abt z-axis, Fbz (102*10^3*Cb)/Fy)^0.5 Lb/rT = 78 and (510*10^3*Cb)/Fy)^0.6

AJEC

AJEC

AJEC

8/May/07

16/Jun/07

12/Aug/07

A

B

C

=

53 <

78

=

119 >

78

(Cb = 1.0 ; Fy = 36 ksi) allow. bending stress = (2/3 - Fy(Lb/rT)^2/(1530*10^3Cb))Fy

=

18.8 ksi OR

Fbz2

=

allow. bending stress = 0.6 Fy

>

6.64 ksi OK

=

21.6 ksi

y-axis bending: My = design max. moment due to wheel load Pz / (2*L)*(L - a / 2)^2

Fby

= allow. bending stress = 0.6 Fy Interaction equation (since fa = 0): fbz / Fbz + fby / Fby

=

0.35

+

0.1411

=

12.94 kn-m

=

21.01 Mpa

=

21.6 ksi

=

0.494

<

=

63.12 kn 4.73 kn

V2

DRAWN

Vy

=

total design shear = V1 + V2

=

67.85 kn

Av fv

= =

shear area of I-section = (d - tf) * tw

=

Fv

=

shear stress = Vy / Av = 2.11 kn/cm2 allow. shear stress = 0.4* Fy

= =

32.09 cm2 21.15 Mpa 99.29 Mpa

NO.

REVISIONS

D.Banerjee

DATE:

30.04.07

CHECKED

3.05 ksi

1.0

OK

Check shear along y-axis = = =

BY:

6.64 ksi

=

fby = bending stress abt y-axis = My / Sy Determine allow. bending stress abt y-axis, Fby

BY

7.16 kn-m

Fbz1

=

DATE

see sketch

V1

max. shear due to wheel load occurs at x = 0 Py * (2- a / L) dead load shear = wc * L / 2

=

OK

KSN

BY:DATE:-

30.04.07

Check girder deflection

OPRG. DEPT

For max. deflection, wheel loads shld. be placed as shown Along y-axis

BY DATE:-

ENG'G. DEPT.

b dy

= =

distance of each load from end = 2.03 m max. deflection at center (as per formula on AISC

=

page 2-116 Case 9) due to wheel loads Py * b * (3*L^2 - 4*b^2) / (24 *E * Ix)

BY:DATE:-


Allowable deflection

=

L / 1000

=

0.50 cm =

0.63 cm

OK

(for motor operated cranes as per SES B01-E01, Cl 4.6.3) Use HEB 320 @ 1.34 kn/m as crane girder. DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

85 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD


CHK'D

C.11 Crane Bracket Design P = 83.7 kN

Factored load ( Factor = 1.7 ) on bracket Maximum vertical load on the bracket = Vu = 30.7 kips 139.4 kN =

a = 0.25 m



DESCRIPTION


Maximum horizontal load on the bracket = Nuc = 3.89 kips 17.7 kN = Column width, bw =

0.4 m =

420 MPa =

59721

psi

fc =

30.0 MPa =

4266

psi

Assuming total depth of bracket =

=

AJEC 12/Aug/07 C

AJEC B

AJEC 8/May/07

16/Jun/07

A

BY DATE NO.

REVISIONS DRAWN

30.04.07

-

0.01

-

29.528 in

0.04

Assuming

16

dia bar with

40 cover

27.6 in

O.K.

a  Vn   800  280 bw d = 305 kips = 1385.4 kN > d  

Avf 

1 m

h=

0.75 m =

0.7 m =

a / d = 0.36 < 1

D.Banerjee

BY: DATE:

0.75

kN

15.75 in

fy =

d=

H = 11.0

Vu   0.2bw d   0.8 f y 

=

0 .2

0.0 but not less than

Mu = Vu . a + Nuc ( h-d ) =

139 kN =

bw d fy

=

O.K.

2 1.46 in

15 in-kips

CHECKED KSN

BY:DATE:-

30.04.07

Af 

OPRG. DEPT

Mu

An 

2 0.01 in

f y ju d =

N uc f y

=

2 0.1 in

Primary reinforcement

BY DATE:-

ENG'G. DEPT.

 As 

2 Avf  An = 1.05 in2 3

BY:DATE:-

Shear reinforcement ,

=

676.3

mm2

Ah  0.5 As  An = 0.4859 in2

=

2 313.5 mm

CERTIFIED BY:-

Provide 4-16 dia reinforcement as main bar & 6-10 dia stirrup


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

86 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



APPVD CHK'D


C.12 Roof Beams

SEE STAAD OUTPUT (E.1)

C.13 Grade Beams


C.14 Beams at Intermmediate Level


C.15 Columns




DESCRIPTION


C.16 STAAD BEAM MEMBER WHICH IS GOVERN THE DESIGN AS PER THE BEAM MARKED IN THE DRAWING. STAAD BEAM MEMBER GOVERN THE DESIGN

BEAM MARK AS PER DRG

291

LRB1

68

LRB2

60, 65

LRB3

293 , 5504

LRB4

135

LRB5

300

(The beam mkd LRB6 & LRB7 depth is 800mm.The gap

LRB6

200

between bottom of beam & false ceiling is 500mm,which is

LRB7

IB1

121 257, 270

IB2 IB3

AJEC

118

IB4

278

IB5

12/Aug/07

259

IB6

161

IB7

REVISIONS

188 178

HRB1 HRB2

DRAWN

191

HRB3

262

IB8

KSN

222

TRB1

30.04.07

232 298

TRB2 TRB3

BY

15

GB1

DATE:-

53

GB2

16/Jun/07

8/May/07 A

B

BY DATE NO.

AJEC

LRB8

AJEC

58, 59 133

C

sufficient for the duct as per mechanical drawing)

D.Banerjee

BY: DATE:

30.04.07

CHECKED BY:DATE:-

OPRG. DEPT

ENG'G. DEPT.

8856

GB3

BY:-

10

GB4

DATE:-

8857 38

GB5

CERTIFIED

GB6


DRAWING TITLE

INDEX


East Of Unayzah

B

PLANT

C70


DRAWING NO.

SHEET NO.

REV NO.

CE-050622

87 of 87

C

31060103001 DWG CONT SHTCE - 050357


CERT'D



8829 Substation

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