8829 substation

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

BY

AJE

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AJE

C

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A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 08.05.07

CHECKED

BY:- KSN

DATE:- 08.05.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-

DRAWING TITLE INDEX PLANT DRAWING NO. SHEET NO. REV NO.

NEW 132/13.8 KV SUBSTATION # 8829B C70 CE-050622

1 ofC

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING 87East Of Unayzah Saudi Arabia JOB ORDER NO 31060103001 DWG CONT SH CE - 050357

Saudi Electricity CompanyCentral Region Branch

السعودية الشركةللكهرباء

الوسطى المنطقة فرع

THIS DRAWING IS NOTTO BE USED FOR

CONSTRUCTION ORFOR ORDERING

MATERIALS UNTILCERTIFIED AND

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K'D TABLE OF CONTENTS

A. Design Criteria

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A.1 Design Codes and References

A.2 Material Specifications

A.3 Soil Parameters

A.4 Load Combinations and Load Factors

B. Load Calculations

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

C. Analysis and Design

C.1 Parapet

C.2 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

BY

AJE

C

AJE

C

AJE

C C.7 Punching shear check for isolated footing

C.8 GIS Floor slab.

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7 C.9 Switchgear Floor slab.

C.10 Crane beam

C.11 Crane Bracket

NO

.

A B C C.12 Roof Beams

REVISIONS C.13 Grade Beams

DRAWN C.14 Beams at Intermmediate Level

BY: D.Banerjee C.15 Columns

DATE: 30.04.07 C.16 STAAD Beam member no.which govern the design as per beam mkd. In dwg.

CHECKED D. Attachments

BY:- KSN D.1 Sketch Sheet for STAAD File : 8829.std )

DATE:- 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 E STAAD Analysis and Design

BY:- E.1 Input/Output ( Control & Switchgear Building.. STAAD File : 8829.std)

DATE:-



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K'D A. DESIGN CRITERIA

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A.1 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

A.2 Material Specifications :

BY

AJE

C

AJE

C

AJE

C

= comp. strength of concrete = 30.0 MPa

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7 = yield strength of rebars (Grade 60) = 420 MPa

= yield strength of steel (ASTM A36) = 250 MPa

= weight of normal reinforced concrete = 24 kN/m3

NO

.

A B C

REVISIONS

DRAWN A.3 Soil Parameters : (As per soil investigation report)

BY: D.Banerjee

DATE: 30.04.07 Φ = angle of internal friction = 28 deg.

CHECKED = unit weight of soil, dry = 19 kN/m3

BY:- KSN

DATE:- 30.04.07 = net soil bearing capacity = 200 kPa

OPRG. DEPT (for spread, mat and isolated fdn)

BY = modulus of subgrade reaction = 30000 kN/m3

DATE:- = coeff. of active soil pressure = 0.33

ENG'G. DEPT. = coeff. of soil pressure at rest = 0.50

BY:- c = soil cohesion (sand) = 0

DATE:- Note:

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

BY:-

DATE:-



3 ofC





fc'

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Ks

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K'D

A.4 Load Combinations and Load Factors (as per ACI 318 - 95)

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a. Service Load Combinations

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

1.0 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. 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)

BY

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AJE

C

AJE

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

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

NO

.

A B C = 1.05D + 1.3L +1.3C + E + 1.3H + 1.3S

REVISIONS

DRAWN 6.0 U = 0.9D + 1.43E/1.4 = 0.9D + 1.02E

BY: D.Banerjee

DATE: 30.04.07 7.0 U = 0.9D + 1.3W

CHECKED

BY:- KSN where D = dead load

DATE:- 30.04.07 L = roof live load

OPRG. DEPT W = wind load

BY E = earthquake load

DATE:- H = earth pressure and/or hydrostatic pressure

ENG'G. DEPT. S = surcharge load

BY:- C = crane load

DATE:-

CERTIFIED

BY:-

DATE:-



4 ofC








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K'D B. LOAD CALCULATIONS

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B.1 DEAD and LIVE LOAD : ( LC 9 & LC 10 )

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

superimposed load acting on slab.

superimposed load = 4.22 kpa span = 12 m ( See Attachment # 1 )

Self weight of the hollow core slab ( Jointed ) = 3.55 kpa

BY

AJE

C

AJE

C

AJE

C SUPERIMPOSED LOAD

= 1.13 kpa

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7 Waterproofing memb/separ'n sheet = 0.005 kpa

100 mm insulation = 0.035 kpa

= 1.10 kpa

NO

.

A B C Protection layer 2 mm @ 300g/sqm = 0.003 kpa

REVISIONS Utility

DRAWN Air condition duct = 0.20 kpa

BY: D.Banerjee Ceiling = 0.25 kpa

DATE: 30.04.07 Live load = 1.50 kpa

CHECKED Total Superimposed load = 4.223 kpa

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT S/W +Superimposed load without Live load = 3.55+4.22-1.5 = 6.27 kpa

BY udl acting on the longitudinal beam = 6.27*12/2 = 38 kN/m

DATE:- ( Beam along grid D & L )

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



5 ofC





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

( 350 n/m3 )

50 mm thk screed ( 2200 kg/m3 )




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K'D Roof Live Load

Live load intencity = = 1.5 kPa

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udl acting on the longitudinal beam = 1.50*12/2 = 9 kN/m

( Beam along grid D & L )

Superimposed dead loads on Roof:

1 Parapet wall :

Assume thickNess = 150 mm

Dead load of parapet wall = 3.6 kPa

Parapet height = 1.0 m

udl = 3.6 kN/m

Roof Dead Load over Switchgear Room :

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


BY

AJE

C

AJE

C

AJE

C superimposed load = 7.723 kpa span = 7 m ( See Attachment # 1 )

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SUPERIMPOSED LOAD

NO

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A B C = 1.13 kpa

REVISIONS Waterproofing memb/separ'n sheet = 0.005 kpa

DRAWN 100 mm insulation = 0.035 kpa

BY: D.Banerjee = 1.10 kpa

DATE: 30.04.07 Protection layer 2 mm @ 300g/sqm = 0.003 kpa

CHECKED Utility

BY:- KSN Air condition duct = 0.20 kpa

DATE:- 30.04.07 Ceiling = 0.25 kpa

OPRG. DEPT Air Veltration machine With Pads = 3.50 kpa

BY Live load = 1.50 kpa

DATE:- Total Superimposed load = 7.723 kpa

ENG'G. DEPT.

BY:-

DATE:- S/W +Superimposed load without Live load = 2.60+7.723-1.5 = 8.82 kpa

CERTIFIED udl acting on the longitudinal beam = 8.82*7/2 = 31 kN/m

BY:- ( Beam along grid P & L )

DATE:-



6 ofC






( 350 n/m3 )





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K'D Roof Live Load


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udl acting on the longitudinal beam = 1.50*7/2 = 5.25 kN/m

( Beam along grid P & L )


1 Parapet wall :




udl = 3.6 kN/m

Roof Dead Load over Control Room :

We select HCS 380 from manufacturers catalouge based upon the

BY

AJE

C

AJE

C

AJE

C superimposed load acting on slab.

superimposed load = 7.723 kpa span = 12 m ( See Attachment # 1 )

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NO

.

A B C SUPERIMPOSED LOAD

REVISIONS = 1.13 kpa

DRAWN Waterproofing memb/separ'n sheet = 0.005 kpa

BY: D.Banerjee 100 mm insulation = 0.035 kpa

DATE: 30.04.07 = 1.10 kpa

CHECKED Protection layer 2 mm @ 300g/sqm = 0.003 kpa

BY:- KSN Utility

DATE:- 30.04.07 Air condition duct = 0.20 kpa

OPRG. DEPT Ceiling = 0.25 kpa

BY Air Veltration machine With Pads = 3.50 kpa

DATE:- Live load = 1.50 kpa

ENG'G. DEPT. Total Superimposed load = 7.723 kpa

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



7 ofC






( 350 n/m3 )





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K'D S/W +Superimposed load without Live load = 4.55 + 7.723 -1.5 = 10.77 kpa


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Roof Live Load





1 Parapet wall :




udl = 3.6 kN/m

2 DL 300 thk insulation wall = 7.20 kPa

wall height = 2.5 m

udl = 18 kN/m

BY

AJE

C

AJE

C

AJE

C

Roof Dead Load over Battery & telecom Room :

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8/M

ay/0

7

16/J

un/0

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12/A

ug/0

7

We select HCS 300 from manufacturers catalouge based upon the


NO

.

A B C superimposed load = 7.723 kpa span = 9 m ( See Attachment # 1 )

REVISIONS

DRAWN Self weight of the hollow core slab ( Jointed ) = 3.55 kpa

BY: D.Banerjee SUPERIMPOSED LOAD

DATE: 30.04.07 = 1.13 kpa

CHECKED Waterproofing memb/separ'n sheet = 0.005 kpa

BY:- KSN 100 mm insulation = 0.035 kpa

DATE:- 30.04.07 = 1.10 kpa

OPRG. DEPT Protection layer 2 mm @ 300g/sqm = 0.003 kpa

BY Utility

DATE:- Air condition duct = 0.20 kpa

ENG'G. DEPT. Ceiling = 0.25 kpa

BY:- Air Veltration machine With Pads = 3.50 kpa

DATE:- Live load = 1.50 kpa

CERTIFIED Total Superimposed load = 7.723 kpa

BY:-

DATE:-



8 ofC






( 350 n/m3 )





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K'D S/W +Superimposed load without Live load = 3.55 + 7.723 -1.5 = 9.77 kpa


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( Beam along grid A & C )


( Beam Along grid C & D )

Roof Live Load

Live load intencity = 1.5 kPa


( Beam along grid A & C )


( Beam Along grid C & D )

Roof struct Dead Load ( Transformer Bay.)

Assumed 1.5mm GALV. SHEET

Weight of steel structure = 0.85 kpa

Weight of steel sheets = 0.15 kpa

Dead load = 1.00 kpa

BY

AJE

C

AJE

C

AJE

C

Roof Live Load

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8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Live load intencity = 1.5 kPa

NO

.

A B C

REVISIONS Parapet wall :

DRAWN Assume thickNess = 150 mm

BY: D.Banerjee Dead load of parapet wall = 3.6 kPa

DATE: 30.04.07 Parapet height = 1.0 m

CHECKED udl = 3.6 kN/m

BY:- KSN

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.

BY:- The wall loads calculation are given in STAAD input file.

DATE:-

CERTIFIED

BY:-

DATE:-



9 ofC








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K'D B.1.2 Calculation of All Ground Floor Loads and Explanation of STAAD Input data.

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GIS ROOM

Ground Floor (Basement top) Dead Load

One-way slabs :

Long span, L = 33 m.

Short span, S = 4.35 m.

B = L / S = 7.5862

Minimum slab thickNes = = 181 m See ACI 09.5.3.3

Use thickNess of slab = 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

the middle column location)

BY

AJE

C

AJE

C

AJE

C

Reference drawings: 07L-A03-01 Rev .0 Layout of 132 kV GiS

DA

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The loads are taken from this manufactures drawing.

NO

.

A B C The loads are applied as point load at bay center as per the following sketch given below.

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



10 ofC








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NO

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A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



11 ofC








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K'D 13.8 KV SWITCHGEAR ROOM

DEAD LOAD

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One-way slabs :

Long span, L = 33 m.

Short span, S = 3.40 m.

B = L / S = 9.7059

Minimum slab thickNes = See ACI 09.5.3.3

= 142 m

Use thickNess of slab = 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: ABB

Reference dwg No: N103857-BMA (See attachment D # 5 ; For loading

No. of panels = 32 detail & opening in the slab to check

the middle column location)

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

BY

AJE

C

AJE

C

AJE

C Design contact area for all panel = 1.4 x 9.36

= 13.10 m2

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12/A

ug/0

7 Total weight = 11250 kg = 112.5 kn

Live load in Switchgear area = 112.50 ÷ 13.10

= 8.59 kpa

NO

.

A B C increase load by 5% due to variation in actual equipment weight ( instillation Cas only )

REVISIONS Design live load in switchgear = 9.01 kpa Distributed load for Slabs

DRAWN Say = 9.5 kpa

BY: D.Banerjee LIVE LOAD - 13.8 KV SWITCHGEAR ROOM - C

DATE: 30.04.07 Switchgear Manufacturer: ABB

CHECKED Reference dwg No: N103857-BMA See attachment # 5

BY:- KSN No. of panels = 32

DATE:- 30.04.07 Panel dimensions (H x D x W, m): 2.950 x 1.400 x9.36

OPRG. DEPT Design contact area for all panel = 1.4 x 8.21

BY = 11.49 m2

DATE:- Total weight = 10000 kg = 100.0 kn

ENG'G. DEPT. Live load in Switchgear area = 100.00 ÷ 11.49

BY:- = 8.70 kpa

DATE:- increase load by 5% due to variation in actual equipment weight ( instillation Cas only )

CERTIFIED Design live load in switchgear = 9.14 kpa Distributed load for Slabs

BY:- Say = 9.5 kpa

DATE:-



12 ofC








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K'D B.2 WIND LOAD (As per UBC 1997)

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Basic wind speed = 101 mph = 162 kmph (As per SEC Std.)

= Wind stagnation pressure(Table-16F) = 26.0 psf = 1.24 kPa

Exposure C SEC std

Height above ave. level of adjoining ground = 13.80 m = 45.3 ft

= Combined height, exposure and gust factor coeff.(Table-16G) = 1.35

= Pressure coefficient for primary frames (Table-16H)

Windward coeff. = 0.8

Leeward coeff. = 0.5

= Importance factor (Table-16K) = 1.15

= = 1.546 kPa

= = 0.97 kPa

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WIND LOAD CALCULATION (As per ASCE 7-95)

NO

.

A B C Calculation of wind load as per ASCE 7-95

REVISIONS

DRAWN qz =

BY: D.Banerjee = Velocity pressure coefficient as per table 6.3 = 1

DATE: 30.04.07 (Exposure category C ; Max. ht = 13.8m)

CHECKED = 1

BY:- KSN I = Importance factor = 1.15 for category III from table 6.2

DATE:- 30.04.07 = Velocity pressure

OPRG. DEPT V = Basic wind speed = 162 kmph = 45 m/sec

BY qz = 1542 = 1.5417 kpa

DATE:- As per table 6-1 for low rise buildings

ENG'G. DEPT. pw = Design wind pressure = qz( GCpf - GCpi)

BY:- GCpf = External force coeff as per fig. 6.4 (as shown below)

DATE:- GCpi = Inernal force coeff as per table 6.4 (as shown below)

CERTIFIED Case -I : With GCpi = +0.8

BY:- Case -II : With GCpi = -0.3

DATE:-



13 ofC





qs

Ce

Cq

Iw

Pw Design windward pressure = Ce * Cq * qs * Iw

Design leeward pressure = Ce * Cq * qs * Iw

0.613 Kz Kzt V2 I N/m2

Kz

Kzt

qz

N/m2




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K'D Case I Case II

+0.4 -0.29 +0.4 -0.29

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GCpf GCpf

+ +

+0.8 +0.8 -0.3 -0.3

GCpi GCpi

= = As per UBC

-0.4 -1.09 0.7 0.01 1.546 -0.83

Windward press = -0.62 kpa Windward press = 1.0792 kpa W/ward press = 1.546

Leeward press = -1.68 kpa Leeward press = 0.0154 kpa L/ward press = -0.83

Resultant pressure on frame = Resultant pressure on frame = Resultant press on fr =

1.064 kpa 1.0638 kpa 2.38 kpa

Hence calculation as per UBC is on conservative side.

BY

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NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



14 ofC








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K'D

= = 1.546 kPa

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= = 0.97 kPa

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 1.0 m

W = tributary width, m

A =

= = kN at (STAAD joint)

= = kN/m at (STAAD memb)

Concentrate load at top of column where roof is exist (Refer STAAD File : 8829.std)

About grid 1

BY

AJE

C

AJE

C

AJE

C Along grid-A Wind ward = 4.64 kN W = 3.000 m

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ug/0

7 Along grid-B Wind ward = 9.28 kN W = 6.000 m

Along grid-D Wind ward = 4.64 kN W = 3.000 m

NO

.

A B C

REVISIONS Along grid-D Wind ward = 2.90 kN W = 1.875 m

DRAWN

BY: D.Banerjee Along grid-F Wind ward = 6.38 kN W = 4.125 m

DATE: 30.04.07

CHECKED Along grid-K Wind ward = 6.38 kN W = 4.125 m

BY:- KSN

DATE:- 30.04.07 Along grid-L Wind ward = 2.90 kN W = 1.875 m

OPRG. DEPT

BY Along grid-L Wind ward = 5.41 kN W = 3.500 m

DATE:-

ENG'G. DEPT. Along grid-P Wind ward = 5.41 kN W = 3.500 m

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



15 ofC





Pw Design windward pressure = Ce * Cq * qs * Iw

Design leeward pressure = Ce * Cq * qs * Iw

H x W, m2

Fx Wind load on parapet = Pw x A

wx Wind load on wall = Pw x W




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K'D About grid 15

Along grid-A Leeward = 2.90 kN W = 3.000 m

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Along grid-B Leeward = 5.80 kN W = 6.000 m

Along grid-D Leeward = 2.90 kN W = 3.000 m

About grid 14


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

About grid 19

Along grid-A Leeward = 4.35 kN W = 4.500 m

Along grid-C Leeward = 5.80 kN W = 6.000 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

Calculation of member load due to wall.

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

BY

AJE

C

AJE

C

AJE

C

Along grid-D Wind ward = 7.54 kN/m W = 4.875 m

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Along grid-F Wind ward = 6.38 kN/m W = 4.125 m

NO

.

A B C

REVISIONS

DRAWN Along grid-K Wind ward = 6.38 kN/m W = 4.125 m

BY: D.Banerjee

DATE: 30.04.07

CHECKED Along grid-L Wind ward = 8.31 kN/m W = 5.375 m

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT Along grid-P Wind ward = 5.41 kN/m W = 3.500 m

BY

DATE:- About grid 15

ENG'G. DEPT. Along grid-A Leeward = 2.90 kN/m W = 3.000 m

BY:-

DATE:-

CERTIFIED Along grid-B Leeward = 4.35 kN/m W = 4.500 m

BY:-

DATE:-



16 ofC

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING 87

East Of Unayzah Saudi Arabia JOB ORDER NO 31060103001 DWG CONT SH CE - 050357







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K'D Along grid-C Leeward = 2.90 kN/m W = 3.000 m

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Along grid-D Leeward = 1.45 kN/m W = 1.500 m

About grid 14

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

About grid 19

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

BY

AJE

C

AJE

C

AJE

C

DA

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7 Along grid-H Leeward = 5.80 kN/m W = 6.000 m

NO

.

A B C Along grid-L Leeward = 6.28 kN/m W = 6.500 m

REVISIONS

DRAWN

BY: D.Banerjee Along grid-P Leeward = 3.38 kN/m W = 3.500 m

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



17 ofC








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K'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.

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Calculation of joint loads due to parapet wall.

Concentrate load at top of column where roof is exist

About grid 19

Along grid-A Wind ward = 6.96 kN W = 4.500 m

Along grid-C Wind ward = 9.28 kN W = 6.000 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

About grid 15

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


About grid 14

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

About grid 1

BY

AJE

C

AJE

C

AJE

C Along grid-A Leeward = 2.90 kN W = 3.000 m

Along grid-B Leeward = 5.80 kN W = 6.000 m

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Along grid-D Leeward = 4.71 kN W = 4.875 m

Along grid-F Leeward = 3.99 kN W = 4.125 m

Along grid-K Leeward = 3.99 kN W = 4.125 m

NO

.

A B C Along grid-L Leeward = 5.19 kN W = 5.375 m

REVISIONS Along grid-P Leeward = 3.38 kN W = 3.500 m

DRAWN

BY: D.Banerjee Calculation of member load due to wall.

DATE: 30.04.07

CHECKED About grid 19

BY:- KSN

DATE:- 30.04.07 Along grid-A Wind ward = 6.96 kN/m W = 4.500 m

OPRG. DEPT

BY

DATE:- Along grid-C Wind ward = 9.28 kN/m W = 6.000 m

ENG'G. DEPT.

BY:-

DATE:- Along grid-D Wind ward = 5.68 kN/m W = 3.675 m

CERTIFIED

BY:-

DATE:-



18 ofC








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K'D Along grid-H Wind ward = 9.28 kN/m W = 6.000 m

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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

About grid 15

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

About grid 14

Along grid-G Wind ward = 5.99 kN/m W = 3.875 m

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Along grid-J Wind ward = 5.91 kN/m W = 3.825 m

NO

.

A B C Along grid-L Wind ward = 3.29 kN/m W = 2.125 m

REVISIONS

DRAWN About grid 1

BY: D.Banerjee Along grid-A Leeward = 1.45 kN/m W = 1.500 m

DATE: 30.04.07

CHECKED

BY:- KSN Along grid-B Leeward = 5.80 kN/m W = 6.000 m

DATE:- 30.04.07

OPRG. DEPT

BY Along grid-D Leeward = 4.71 kN/m W = 4.875 m

DATE:-

ENG'G. DEPT.

BY:- Along grid-F Leeward = 3.99 kN/m W = 4.125 m

DATE:-

CERTIFIED

BY:-

DATE:-



19 ofC








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K'D Along grid-K Leeward = 3.99 kN/m W = 4.125 m

DE

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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. (Refer STAAD File : 8829.std)

About grid A

Along grid-1 Wind ward = 9.28 kN W = 6.000 m







BY

AJE

C

AJE

C

AJE

C

About grid D

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Along grid-1 Wind ward = 4.45 kN W = 2.875 m



NO

.

A B C Along grid-7 Wind ward = 9.28 kN W = 6.000 m

REVISIONS Along grid-9 Wind ward = 8.62 kN W = 5.575 m

DRAWN Along grid-11 Wind ward = 6.96 kN W = 4.500 m

BY: D.Banerjee Along grid-14 Wind ward = 5.49 kN W = 3.550 m

DATE: 30.04.07 Along grid-15 Wind ward = 2.32 kN W = 1.500 m

CHECKED About grid P

BY:- KSN Along grid-1 Leeward = 2.78 kN W = 2.875 m

DATE:- 30.04.07 Along grid-3 Leeward = 5.80 kN W = 6.000 m

OPRG. DEPT 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

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

CERTIFIED Along grid-18 Leeward = 4.35 kN W = 4.500 m

BY:- Along grid-19 Leeward = 2.42 kN W = 2.500 m

DATE:-



20 ofC








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K'D Calculation of member load due to wall.

About grid A

DE

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TIO

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OR

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DE

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UB

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Along grid-15 Wind ward = 3.87 kN/m W = 2.500 m



About grid D





BY

AJE

C

AJE

C

AJE

C


DA

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8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7


NO

.

A B C

REVISIONS

DRAWN Along grid-14 Wind ward = 5.49 kN/m W = 3.550 m

BY: D.Banerjee

DATE: 30.04.07

CHECKED Along grid-15 Wind ward = 2.32 kN/m W = 1.500 m

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



21 ofC








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K'D About grid P

Along grid-1 Leeward = 2.79 kN/m W = 2.875 m

DE

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BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Along grid-18 Leeward = 4.37 kN/m W = 4.500 m

NO

.

A B C Along grid-19 Leeward = 2.43 kN/m W = 2.500 m

REVISIONS

DRAWN

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

DATE: 30.04.07 -Z-direction is towards top along grids 1, 2, 3, etc.

CHECKED About grid P

BY:- KSN Along grid-1 Wind ward = 4.44 kN W = 2.875 m

DATE:- 30.04.07 Along grid-3 Wind ward = 9.28 kN W = 6.000 m

OPRG. DEPT 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

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

CERTIFIED Along grid-18 Wind ward = 6.96 kN W = 4.500 m

BY:- Along grid-19 Wind ward = 3.87 kN W = 2.500 m

DATE:-



22 ofC








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K'D About grid L


DE

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About grid A





Along grid-17 Leeward = 5.82 kN W = 6.000 m

Along grid-19 Leeward = 3.40 kN W = 3.500 m

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

Calculation of member load due to wall.

NO

.

A B C

REVISIONS About grid P, L & D

DRAWN Along grid-1 Wind ward = 4.44 kN/m W = 2.875 m

BY: D.Banerjee

DATE: 30.04.07

CHECKED Along grid-3 Wind ward = 9.28 kN/m W = 6.000 m

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT Along grid-5 Wind ward = 9.28 kN/m W = 6.000 m

BY

DATE:-

ENG'G. DEPT. Along grid-7 Wind ward = 9.28 kN/m W = 6.000 m

BY:-

DATE:-

CERTIFIED Along grid-9 Wind ward = 8.62 kN/m W = 5.575 m

BY:-

DATE:-



23 ofC








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K'D Along grid-11 Wind ward = 6.96 kN/m W = 4.500 m

DE

SC

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About grid A


BY

AJE

C

AJE

C

AJE

C Along grid-17 Leeward = 5.82 kN/m W = 6.000 m

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7


NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



24 ofC








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K'D B.3 SEISMIC LOAD

Calculation of Total Loads.

DE

SC

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DL at Transformer Roof level: (EL 13.80)

Roof area = 432

36 x 12.00 = 432

Dead load intensity roof level = 1.00 kN/m2

Roof load = 432 x 1.00 = 432 kN

Self wt of col.(600x300 and av 1.85m ht ; 8 nos.) = 64 kN


Wt. of parapet wall ( avarage 1 m ht., 96 m length ) = 345.6 kN

Wt. of 300 thk. wall ( 1.85 m ht., 36 m length ) = 479.5 kN


Roof beams longitudinal (120m length ; Avg. 400x600) = 691.2 kN

= Transformer Roof DL = 2417 kN

DL at GIS Roof level : (EL 10.10)

Roof area = 432

36 x 12.00 = 432


Roof load = 432 x 6.27 = 2710 kN


BY

AJE

C

AJE

C

AJE

C Self wt of col.(600x400 and av 1.525m ht ; 7 nos.) = 61 kN


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Wt. of parapet wall ( avarage 1 m ht., 60 m length ) = 216 kN



NO

.

A B C Roof beams longitudinal ( 96m length ; Avg. 400x600 ) = 553 kN

REVISIONS W2 = GIS Roof DL = 4842 kN

DRAWN

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

DATE: 30.04.07 Swithchgear Roof area = 301

CHECKED 43 x 7.00 = 301

BY:- KSN Dead load intensity roof level = 8.82 kN/m2

DATE:- 30.04.07 Roof load = 301 x 8.82 = 2656 kN

OPRG. DEPT Aux. transformer bay roof load ( load = 1 kpa) = 35 kN ( 1*5*7 )

BY Self wt of col.(400x500 and av 2.25m ht ; 13 nos.) = 140 kN

DATE:- Self wt of col.(600x400 and av 3.75m ht ; 7 nos.) = 151 kN

ENG'G. DEPT. Wt. of parapet wall ( avarage 1 m ht., 62 m length ) = 223.2 kN

BY:- Wt. of 300 thk. wall ( 2 m ht., 43 m length ) = 619.2 kN

DATE:- Wt. of 300 thk. wall ( 3.75 m ht., 36 m length ) = 972 kN

CERTIFIED Wt. of 200 thk. wall ( 3.325 m ht., 36 m length ) = 319.7 kN

BY:- Roof beams longitudinal ( 110m length ; Avg. 400x600 ) = 633.6 kN

DATE:- W3 = Swgr. Roof DL = 5750 kNDRAWING TITLE INDEX PLANT DRAWING NO. SHEET NO. REV NO.


25 ofC





m2

m2

W1

m2

m2

m2

m2




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K'D DL at Control Room , Battery Room & telecom room Roof level : (EL 4.5)

Roof area ( 12 x 12 + 12 x 12 ) = 288

DE

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Roof load = 288 x 10.77 = 3103 kN




Wt. of parapet wall ( avarage 1 m ht., 36 m length ) = 129.6 kN

Wt. of 300 thk. wall ( 2 m ht., 36 m length ) = 518.4 kN

Wt. of 200 thk. wall ( 2 m ht., 36 m length ) = 345.6 kN

Wt. of 300 thk. wall ( 3.75 m ht., 12 m length ) = 324 kN


Roof beams longitudinal ( 90m length ; Avg. 400x600 ) = 518.4 kN

W4 = Control Roof DL = 5392 kN

DL at tie beam level: (EL 4.5)




Tie Beam ( 300x500 size & 84m length) = 302.4 kN

W5 = Total DL = 3478 kN

BY

AJE

C

AJE

C

AJE

C

DL at tie beam level: (EL 7.5)

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7



NO

.

A B C Self wt of col.(600x400 and av 3.00m ht ; 27 nos.) = 467 kN

REVISIONS Tie Beam ( 300x500 size & 84m length) = 302.4 kN

DRAWN W6 = Total DL = 2843 kN

BY: D.Banerjee

DATE: 30.04.07 DL at basement top level (GIS & Switchgear area) (EL 0.00)

CHECKED

BY:- KSN Area = (12x36 + 7x36) = 684

DATE:- 30.04.07 Floor load = 684 x 5.30 = 3625 kN

OPRG. DEPT Transverse beams (100m length ; 400x500) = 480 kN

BY Transverse beams (72m length ; 300x600) = 311 kN

DATE:- Self wt of col.(600x400 and av 2.25m ht ; 18 nos.) = 233 kN

ENG'G. DEPT. Self wt of col.(500x400 and av 2.25m ht ; 9 nos.) = 97 kN

BY:- Wt. of 300 thk. wall ( 2.25 m ht., 84 m length ) = 1361 kN

DATE:- Wt. of 200 thk. wall ( 2.25 m ht., 70 m length ) = 756 kN

CERTIFIED Basement top DL = 7548 kN

BY:-

DATE:-



26 ofC

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING 87

East Of Unayzah Saudi Arabia JOB ORDER NO 31060103001 DWG CONT SH CE - 050357




m2

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ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

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EN

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PV

D

CH

K'D Dead load increase = 10% of live load (equipment)

Live Load = 4000 kN

DE

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dead load increase = 400 kN

DL at basement top level (GIS & Switchgear area) = W7= 7948 kN

DL at Grade Beam le(EL 0.00)

Transverse beams (45m length ; 300x1250) = 405 kN

Transverse beams (65m length ; 300x600) = 280.8 kN

Self wt of col. = 400 kN



Grade Beam level DL = W8 = 2641 kN

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

W1 = Transformer Roof DL = 2417 kN

W2 = GIS Roof DL = 4842 kN

NO

.

A B C W3 = Swgr. Roof DL = 5750 kN

REVISIONS W4 = Control Roof DL = 5392 kN

DRAWN W5 = DL at tie beam level: (EL 4.5) = 3478 kN

BY: D.Banerjee W6 = DL at tie beam level: (EL 7.5) = 2843 kN

DATE: 30.04.07 W7 = DL- basement top level(GIS & Switchgear area) = 7948 kN

CHECKED W8 = Grade Beam level DL = 2641 kN

BY:- KSN Total W = 35310 kN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



27 ofC








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K'D Calculation of base shear (using UBC 1997 and static load procedure)

Base is Cable Cellar slab level.

DE

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OR

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Z = seismic zone coefficient , Zone 1(Table 16I) = 0.075

soil profile type is (as per UBC Sec. 1636.2)

= seismic coefficient (Table 16R) = 0.18

= seismic coefficient (Table 16Q) = 0.12

R = numerical coefficient (Table 16-N) = 3.50 (OMRF)

I = importance factor (Table 16K) = 1.00

= numerical coeff. = 0.03

= height above the base to roof level = 13.0 m ave.

= 42.64 ft ave.

T = fundamental period of vibration of structure = 0.501 sec

=

V = base shear = = 0.103 x W

Vmax. = * W = 0.086 x W use this

= reqd. base shear = 0.086 x W = 3037 kN

BY

AJE

C

AJE

C

AJE

C Vertical distribution of base shear

= lateral force at top = 0.00 for T < 0.7 sec.

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

F = lateral force at any level

=

NO

.

A B C ∑W x h

REVISIONS

DRAWN Level above base Dead load Ht above base W x h

BY: D.Banerjee (W) kN (h) m

DATE: 30.04.07 Transformer Roof 2417 17.35 ave. 41938 451 kN

CHECKED GIS Roof 4842 13.65 ave. 66094 711 kN

BY:- KSN Swgr. Roof 5750 7.60 ave. 43700 470 kN

DATE:- 30.04.07 Control Roof 5392 7.60 ave. 40981 441 kN

OPRG. DEPT 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

ENG'G. DEPT. Grade beam level 2641 3.1 ave. 8187 88 kN

BY:- ∑ Wxh = 282098

DATE:- Note: As per UBC Code sec. 1630.6, the storey shear force at any level shall be

CERTIFIED distributed to the various elements of the vertical lateral-force-resisting system in

BY:-

DATE:-



28 ofC





SD

Cv

Ca

Ct

hn

Ct * (hn)^0.75

Cv * I / (R * T) * W

2.5*Ca* I/ R

Vr

Ft

W x h *(Vr - Ft)

F=Fx=Fz

proportion to their rigidities, considering the rigidity of the roof or floor diaphragm.




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K'D B.3.1 Transformer Roof level: Horizontal distribution of lateral force F to each column.

DE

SC

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UE

D F

OR

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SE

DE

SIG

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MIT

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Seismic in X-direction : (Load Case - 1 & 3) X-direction is along grids A, B, C, etc.

(Refer STAAD File : 8829.std)

b = column size along z-axis F = 451 kN

d = column size along x-axis

H = column height

= rigidity = 1 use relative rigidities

ie mult. values

Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by by 1,000

Gaylord and Gaylord

A = area = b x d

= moment of inertia abt z-axis = 1 / 12 * b * d^3

= = seismic force in each column

Frame in Grid A: Grids are based on roof framing plan.

Grid b d 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

Frame in Grid B:

1 0.60 0.30 3.70 0.001 0.18 0.31 17.2 kN

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 15 0.60 0.30 3.70 0.001 0.18 0.31 17.2 kN

Frame in Grid D:

1 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

NO

.

A B C 3 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

REVISIONS 5 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

DRAWN 7 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

BY: D.Banerjee 9 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

DATE: 30.04.07 11 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

CHECKED 14 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN

BY:- KSN 15 0.50 0.40 3.70 0.003 0.20 0.61 33.4 kN

DATE:- 30.04.07

OPRG. DEPT 8.2

BY Total Fx = 451

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



29 ofC





Rx

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

Iz

Fx F * (Rx / Total Rx)

Iz Rx Fx

Total RX =




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HA

LL B

E O

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AIN

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TH

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OC

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K'D Seismic in Z-direction : (Load Case - 2 & 4) Z-direction is along grids 1, 2, 3, etc.


DE

SC

RIP

TIO

N

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UE

D F

OR

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SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

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SE

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OR

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IGN

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ITT

AL

b = column size along x-axis F = 451 kN

d = column size along z-axis

H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d

= moment of inertia abt x-axis = 1 / 12 * b * d^3


Frame in Grid 1 : Grids are based on roof framing plan.

Grid b d 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


Grid b d H A

D 0.40 0.60 3.70 0.007 0.24 1.58 33.2 kN

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Frame in Grid 5 : Grids are based on roof framing plan.

Grid b d H A

A 0.30 0.60 3.70 0.005 0.18 1.19 24.9 kN

NO

.

A B C B 0.30 0.60 3.70 0.005 0.18 1.19 24.9 kN

REVISIONS D 0.40 0.60 3.70 0.007 0.24 1.58 33.2 kN

DRAWN

BY: D.Banerjee

DATE: 30.04.07 Frame in Grid 7 : Grids are based on roof framing plan.

CHECKED Grid b d H A

BY:- KSN D 0.40 0.60 3.70 0.007 0.24 1.58 33.2 kN

DATE:- 30.04.07

OPRG. DEPT

BY Frame in Grid 9 : Grids are based on roof framing plan.

DATE:- Grid b d H A

ENG'G. DEPT. 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

CERTIFIED

BY:-

DATE:-



30 ofC





Rz

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

Ix

Fz F * (Rz / Total Rz)

Ix Rz Fz

Ix Rz Fz

Ix Rz

Ix Rz

Ix Rz




DATED

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HA

LL B

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TH

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CH

K'D Frame in Grid 11 : Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

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OR

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AL

D 0.40 0.60 3.70 0.007 0.24 1.58 33.2 kN


Grid b d H A

D 0.40 0.60 3.70 0.007 0.24 1.58 33.2 kN


Grid b d 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 0.50 3.70 0.004 0.20 0.94 19.7 kN

Total Rz = 21.49

Total Fz = 451

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



31 ofC





Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

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IN

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AR

T S

HA

LL B

E O

BT

AIN

ED

FR

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TH

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OC

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EN

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HE

WR

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EN

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EN

T O

F I

TS

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PV

D

CH

K'D B.3.2 GIS Roof level: Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d



Frame in Grid D: Grids are based on roof framing plan.

Grid b d H A

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

BY

AJE

C

AJE

C

AJE

C 14 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

Frame in Grid L: Grids are based on roof framing plan.

Grid b d H A

NO

.

A B C 1 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

REVISIONS 3 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

DRAWN 5 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

BY: D.Banerjee 7 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

DATE: 30.04.07 9 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

CHECKED 11 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

BY:- KSN 14 0.60 0.40 3.05 0.003 0.24 1.29 41.0 kN

DATE:- 30.04.07

OPRG. DEPT Frame in Grid F: Grids are based on roof framing plan.

BY Grid b d H A

DATE:- 1 0.50 0.40 3.05 0.003 0.20 1.07 34.2 kN

ENG'G. DEPT.

BY:- Frame in Grid K: Grids are based on roof framing plan.

DATE:- Grid b d H A

CERTIFIED 1 0.50 0.40 3.05 0.003 0.20 1.07 34.2 kN

BY:-

DATE:-



32 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx




DATED

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RT

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IS D

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CO

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ION

IN

FU

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AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

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F I

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PV

D

CH

K'D Frame in Grid G: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

14 0.50 0.40 3.05 0.003 0.20 1.07 34.2 kN

Frame in Grid J: Grids are based on roof framing plan.

Grid b d H A

14 0.50 0.40 3.05 0.003 0.20 1.07 34.2 kN

22.31

Total Fx = 711

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



33 ofC





Iz Rx Fx

Iz Rx Fx

Total RX =




DATED

CE

RT

'D

TH

IS D

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LE P

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Y O

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CO

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EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

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HE

WR

ITT

EN

CO

NS

EN

T O

F I

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NE

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AP

PV

D

CH



DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL



H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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


Grid b d H A

D 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

BY

AJE

C

AJE

C

AJE

C L 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


Grid b d H A

D 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

NO

.

A B C L 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

REVISIONS

DRAWN Frame in Grid 3 : Grids are based on roof framing plan.

BY: D.Banerjee Grid b d H A

DATE: 30.04.07 D 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

CHECKED L 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

BY:- KSN

DATE:- 30.04.07 Frame in Grid 3 : Grids are based on roof framing plan.

OPRG. DEPT Grid b d H A

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

ENG'G. DEPT.

BY:- Frame in Grid 3 : Grids are based on roof framing plan.

DATE:- Grid b d H A

CERTIFIED D 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

BY:- L 0.40 0.60 3.05 0.007 0.24 2.73 43.4 kN

DATE:-



34 ofC





Rz

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

Ix


Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

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

Total Rz = 44.72

Total Fz = 711

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



35 ofC





Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Switchgear Roof level: Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

1 0.60 0.40 4.50 0.003 0.24 0.41 26.9 kN

3 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

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 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

NO

.

A B C Frame in Grid P: Grids are based on roof framing plan.

REVISIONS Grid b d H A

DRAWN 1 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

BY: D.Banerjee 3 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

DATE: 30.04.07 5 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

CHECKED 7 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

BY:- KSN 9 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

DATE:- 30.04.07 11 0.50 0.40 4.50 0.003 0.20 0.34 22.4 kN

OPRG. DEPT 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

ENG'G. DEPT. 19 0.40 0.40 4.50 0.002 0.16 0.27 17.9 kN

BY:-

DATE:- 7.20

CERTIFIED Total Fx = 470

BY:-

DATE:-



36 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx Fx

Total RX =




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH



DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL



H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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


Grid b d H A

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

AJE

C

AJE

C

AJE

C Frame in Grid 5 : Grids are based on roof framing plan.

Grid b d H A

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 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

NO

.

A B C Frame in Grid 7 : Grids are based on roof framing plan.

REVISIONS Grid b d H A

DRAWN L 0.40 0.60 4.50 0.007 0.24 0.90 34.3 kN

BY: D.Banerjee P 0.40 0.50 4.50 0.004 0.20 0.53 20.2 kN

DATE: 30.04.07

CHECKED Frame in Grid 9 : Grids are based on roof framing plan.

BY:- KSN Grid b d H A

DATE:- 30.04.07 L 0.40 0.60 4.50 0.007 0.24 0.90 34.3 kN

OPRG. DEPT P 0.40 0.50 4.50 0.004 0.20 0.53 20.2 kN

BY

DATE:- Frame in Grid 11 : Grids are based on roof framing plan.

ENG'G. DEPT. Grid b d H A

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

CERTIFIED

BY:-

DATE:-



37 ofC





Rz

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

Ix


Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

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


Grid b d H A

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


Grid b d H A

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


Grid b d H A

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

Total Fz = 526

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



38 ofC





Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Control Roof level: Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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


BY

AJE

C

AJE

C

AJE

C Grid b d H A

14 0.50 0.40 4.50 0.003 0.20 0.34 27.2 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

Frame in Grid H: Grids are based on roof framing plan.

Grid b d H A

NO

.

A B C 19 0.50 0.40 4.50 0.003 0.20 0.34 27.2 kN

REVISIONS

DRAWN Frame in Grid G: Grids are based on roof framing plan.


DATE: 30.04.07 14 0.50 0.40 4.50 0.003 0.20 0.34 27.2 kN

CHECKED

BY:- KSN Frame in Grid D: Grids are based on roof framing plan.

DATE:- 30.04.07 Grid b d H A

OPRG. DEPT 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

ENG'G. DEPT.

BY:- Frame in Grid C: Grids are based on roof framing plan.

DATE:- Grid b d H A

CERTIFIED 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 27.2 kNDRAWING TITLE INDEX PLANT DRAWING NO. SHEET NO. REV NO.


39 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Frame in Grid B: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

14 0.60 0.30 4.50 0.001 0.18 0.18 13.9 kN


Grid b d H A

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

5.57

Total Fx = 441

Seismic in Z-direction : (Load Case - 2 & 4) Z-direction is along grids 1, 2, 3, etc.




H = column height


BY

AJE

C

AJE

C

AJE

C ie mult. values


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Gaylord and Gaylord

A = area = b x d


NO

.

A B C = = seismic force in each column

REVISIONS Frame in Grid 14 : Grids are based on roof framing plan.

DRAWN Grid b d H A

BY: D.Banerjee D 0.40 0.60 4.50 0.007 0.24 0.90 41.7 kN

DATE: 30.04.07 G 0.40 0.50 4.50 0.004 0.20 0.53 24.5 kN

CHECKED J 0.40 0.50 4.50 0.004 0.20 0.53 24.5 kN

BY:- KSN L 0.40 0.60 4.50 0.007 0.24 0.90 41.7 kN

DATE:- 30.04.07

OPRG. DEPT


DATE:- Grid b d H A

ENG'G. DEPT. 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

CERTIFIED D 0.40 0.50 4.50 0.004 0.20 0.53 24.5 kN

BY:-

DATE:-



40 ofC





Iz Rx Fx

Iz Rx Fx

Total RX =

Rz

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

Ix


Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

A 0.40 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


Grid b d H A

A 0.40 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


Grid b d H A

L 0.40 0.50 4.50 0.004 0.20 0.53 24.5 kN


Grid b d H A

L 0.40 0.50 4.50 0.004 0.20 0.53 24.5 kN

BY

AJE

C

AJE

C

AJE

C Total Rz = 9.52

Total Fz = 441

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



41 ofC





Ix Rz Fz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Tie Beam level - 4.5m : Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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

Frame in Grid B:

1 0.60 0.30 4.50 0.001 0.18 0.18 8.3 kN

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 15 0.60 0.30 4.50 0.001 0.18 0.18 8.3 kN

Frame in Grid D:

1 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

NO

.

A B C 3 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

REVISIONS 5 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

DRAWN 7 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

BY: D.Banerjee 9 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

DATE: 30.04.07 11 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

CHECKED 14 0.60 0.40 4.50 0.003 0.24 0.41 19.5 kN

BY:- KSN 15 0.50 0.40 4.50 0.003 0.20 0.34 16.3 kN

DATE:- 30.04.07

OPRG. DEPT Frame in Grid F: Grids are based on roof framing plan.

BY Grid b d H A

DATE:- 1 0.50 0.40 4.50 0.003 0.20 0.34 16.3 kN

ENG'G. DEPT.

BY:- Frame in Grid K: Grids are based on roof framing plan.

DATE:- Grid b d H A

CERTIFIED 1 0.50 0.40 4.50 0.003 0.20 0.34 16.3 kN

BY:-

DATE:-



42 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx Fx

Iz Rx Fx




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Frame in Grid G: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

14 0.50 0.40 4.50 0.003 0.20 0.34 16.3 kN


Grid b d H A

14 0.50 0.40 4.50 0.003 0.20 0.34 16.3 kN

6.00

Total Fx = 285





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d

BY

AJE

C

AJE

C

AJE

C = moment of inertia abt x-axis = 1 / 12 * b * d^3


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


Grid b d H A

A 0.30 0.60 4.50 0.005 0.18 0.68 12.3 kN

NO

.

A B C B 0.30 0.60 4.50 0.005 0.18 0.68 12.3 kN

REVISIONS D 0.40 0.60 4.50 0.007 0.24 0.90 16.4 kN

DRAWN F 0.40 0.50 4.50 0.004 0.20 0.53 9.6 kN

BY: D.Banerjee K 0.40 0.50 4.50 0.004 0.20 0.53 9.6 kN

DATE: 30.04.07



DATE:- 30.04.07 D 0.40 0.60 4.50 0.007 0.24 0.90 16.4 kN

OPRG. DEPT


DATE:- Grid b d H A

ENG'G. DEPT. 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

CERTIFIED

BY:-

DATE:-



43 ofC





Iz Rx Fx

Iz Rx Fx

Total RX =

Rz

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

Ix


Ix Rz Fz

Ix Rz Fz

Ix Rz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

D 0.40 0.60 4.50 0.007 0.24 0.90 16.4 kN


Grid b d H A

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


Grid b d H A

D 0.40 0.60 4.50 0.007 0.24 0.90 16.4 kN


Grid b d H A

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


BY

AJE

C

AJE

C

AJE

C Grid b d H A

A 0.30 0.60 4.50 0.005 0.18 0.68 12.3 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 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

NO

.

A B C

REVISIONS Total Rz = 15.62

DRAWN Total Fz = 285

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



44 ofC





Ix Rz

Ix Rz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Tie Beam level - 7.5m : Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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

Frame in Grid B:

1 0.60 0.30 3.00 0.001 0.18 0.58 6.5 kN

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 15 0.60 0.30 3.00 0.001 0.18 0.58 6.5 kN

Frame in Grid D:

1 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

NO

.

A B C 3 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

REVISIONS 5 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

DRAWN 7 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

BY: D.Banerjee 9 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

DATE: 30.04.07 11 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

CHECKED 14 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

BY:- KSN 15 0.50 0.40 3.00 0.003 0.20 1.13 12.5 kN

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

CERTIFIED 11 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

BY:- 14 0.60 0.40 3.00 0.003 0.24 1.35 15.0 kN

DATE:-



45 ofC





Rx

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

Iz


Iz Rx Fx




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Frame in Grid F: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

1 0.50 0.40 3.00 0.003 0.20 1.13 12.5 kN

Frame in Grid K: Grids are based on roof framing plan.

Grid b d H A

1 0.50 0.40 3.00 0.003 0.20 1.13 12.5 kN

Frame in Grid G: Grids are based on roof framing plan.

Grid b d H A

14 0.50 0.40 3.00 0.003 0.20 1.13 12.5 kN


Grid b d H A

14 0.50 0.40 3.00 0.003 0.20 1.13 12.5 kN

29.19

Total Fx = 324

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 (Refer STAAD File : 8829.std)



NO

.

A B C H = column height

REVISIONS = rigidity = 1 use relative rigidities

DRAWN ie mult. values

BY: D.Banerjee Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by by 1,000

DATE: 30.04.07 Gaylord and Gaylord

CHECKED A = area = b x d

BY:- KSN = moment of inertia abt x-axis = 1 / 12 * b * d^3

DATE:- 30.04.07 = = seismic force in each column

OPRG. DEPT Frame in Grid 1 : Grids are based on roof framing plan.

BY Grid b d H A

DATE:- A 0.30 0.60 3.00 0.005 0.18 2.14 10.0 kN

ENG'G. DEPT. 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

CERTIFIED K 0.40 0.50 3.00 0.004 0.20 1.71 8.0 kN

BY:- L 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

DATE:-



46 ofC





Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Total RX =

Rz

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

Ix


Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D


CH

K'D Grid b d H A

D 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

L 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN


Grid b d H A

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


Grid b d H A

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


Grid b d H A

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

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Grid b d H A

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

NO

.

A B C

REVISIONS Frame in Grid 14 : Grids are based on roof framing plan.

DRAWN Grid b d H A

BY: D.Banerjee D 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

DATE: 30.04.07 G 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

CHECKED J 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

BY:- KSN L 0.40 0.60 3.00 0.007 0.24 2.86 13.3 kN

DATE:- 30.04.07

OPRG. DEPT Frame in Grid 15 : Grids are based on roof framing plan.

BY Grid b d H A

DATE:- A 0.30 0.60 3.00 0.005 0.18 2.14 10.0 kN

ENG'G. DEPT. 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

BY:- Total Rz = 69.69

DATE:- Total Fz = 324DRAWING TITLE INDEX PLANT DRAWING NO. SHEET NO. REV NO.


47 ofC





Ix Rz Fz

Ix Rz

Ix Rz

Ix Rz

Ix Rz Fz

Ix Rz Fz

Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Basement top lev.0.00m : Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d



Frame in Grid F: Grids are based on roof framing plan.

Grid b d H A

1 0.50 0.40 3.10 0.003 0.20 1.02 12.3 kN

Frame in Grid K: Grids are based on roof framing plan.

Grid b d H A

1 0.50 0.40 3.10 0.003 0.20 1.02 12.3 kN

Frame in Grid G: Grids are based on roof framing plan.

BY

AJE

C

AJE

C

AJE

C Grid b d H A

3 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 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

NO

.

A B C 11 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

REVISIONS 14 0.50 0.40 3.10 0.003 0.20 1.02 12.3 kN

DRAWN Frame in Grid J: Grids are based on roof framing plan.


DATE: 30.04.07 3 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

CHECKED 5 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

BY:- KSN 7 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

DATE:- 30.04.07 9 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

OPRG. DEPT 11 0.40 0.40 3.10 0.002 0.16 0.82 9.8 kN

BY 14 0.50 0.40 3.10 0.003 0.20 1.02 12.3 kN

DATE:- Frame in Grid L: Grids are based on roof framing plan.


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

CERTIFIED 7 0.60 0.40 3.10 0.003 0.24 1.23 14.7 kN

BY:- 9 0.60 0.40 3.10 0.003 0.24 1.23 14.7 kN



48 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Iz Rx Fx




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Frame in Grid M: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

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 0.30 0.30 3.10 0.001 0.09 0.26 3.2 kN

16 0.30 0.30 3.10 0.001 0.09 0.26 3.2 kN

Frame in Grid N: Grids are based on roof framing plan.

Grid b d H A

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 0.30 0.30 3.10 0.001 0.09 0.26 3.2 kN

16 0.30 0.30 3.10 0.001 0.09 0.26 3.2 kN

22.12

BY

AJE

C

AJE

C

AJE

C Total Fx = 265

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Seismic in Z-direction : (Load Case - 2 & 4) Z-direction is along grids 1, 2, 3, etc.



NO

.

A B C d = column size along z-axis

REVISIONS H = column height

DRAWN = rigidity = 1 use relative rigidities

BY: D.Banerjee ie mult. values

DATE: 30.04.07 Rigidity formula is from STRUCTURAL ENGRG HANDBOOK by by 1,000

CHECKED Gaylord and Gaylord

BY:- KSN A = area = b x d

DATE:- 30.04.07 = moment of inertia abt x-axis = 1 / 12 * b * d^3

OPRG. DEPT = = seismic force in each column


DATE:- Grid b d H A

ENG'G. DEPT. D 0.40 0.60 3.10 0.007 0.24 2.61 12.8 kN

BY:- 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

CERTIFIED L 0.40 0.60 3.10 0.007 0.24 2.61 12.8 kN

BY:- P 0.40 0.50 3.10 0.004 0.20 1.56 7.6 kN

DATE:-



49 ofC





Iz Rx Fx

Iz Rx Fx

Total RX =

Rz

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

Ix


Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

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


Grid b d H A

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


Grid b d H A

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

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 P 0.40 0.50 3.10 0.004 0.20 1.56 7.6 kN


NO

.

A B C Grid b d H A

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

BY: D.Banerjee J 0.40 0.40 3.10 0.002 0.16 0.82 4.0 kN

DATE: 30.04.07 L 0.40 0.60 3.10 0.007 0.24 2.61 12.8 kN

CHECKED P 0.40 0.50 3.10 0.004 0.20 1.56 7.6 kN

BY:- KSN

DATE:- 30.04.07 Frame in Grid 14 : Grids are based on roof framing plan.

OPRG. DEPT Grid b d H A

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

ENG'G. DEPT. J 0.40 0.40 3.10 0.002 0.16 0.82 4.0 kN

BY:- L 0.40 0.60 3.10 0.007 0.24 2.61 12.8 kN

DATE:- P 0.40 0.50 3.10 0.004 0.20 1.56 7.6 kN

CERTIFIED

BY:-

DATE:-



50 ofC





Ix Rz Fz

Ix Rz Fz

Ix Rz

Ix Rz

Ix Rz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

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


Grid b d H A

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


Grid b d H A

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


Grid b d H A

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


Grid b d H A

BY

AJE

C

AJE

C

AJE

C 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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7


Grid b d H A

NO

.

A B C M 0.30 0.30 3.10 0.001 0.09 0.26 1.3 kN

REVISIONS N 0.30 0.30 3.10 0.001 0.09 0.26 1.3 kN

DRAWN

BY: D.Banerjee Frame in Grid 16 : Grids are based on roof framing plan.

DATE: 30.04.07 Grid b d H A

CHECKED M 0.30 0.30 3.10 0.001 0.09 0.26 1.3 kN

BY:- KSN N 0.30 0.30 3.10 0.001 0.09 0.26 1.3 kN

DATE:- 30.04.07

OPRG. DEPT Total Rz = 54.15

BY Total Fz = 265

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



51 ofC





Ix Rz

Ix Rz

Ix Rz Fz

Ix Rz

Ix Rz

Ix Rz

Ix Rz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.3.2 Grade Beam level - 0.00m : Horizontal distribution of lateral force F to each column.

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL





H = column height


ie mult. values


Gaylord and Gaylord

A = area = b x d




Grid b d H A

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

BY

AJE

C

AJE

C

AJE

C

Frame in Grid B:

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 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

NO

.

A B C 15 0.60 0.30 3.10 0.001 0.18 0.53 1.8 kN

REVISIONS Frame in Grid C: Grids are based on roof framing plan.

DRAWN Grid b d H A

BY: D.Banerjee 14 0.50 0.40 3.10 0.003 0.20 1.02 3.5 kN

DATE: 30.04.07 17 0.50 0.40 3.10 0.003 0.20 1.02 3.5 kN

CHECKED 19 0.50 0.40 3.10 0.003 0.20 1.02 3.5 kN

BY:- KSN

DATE:- 30.04.07 Frame in Grid D:

OPRG. DEPT 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

ENG'G. DEPT. 7 0.60 0.40 3.10 0.003 0.24 1.23 4.2 kN

BY:- 9 0.60 0.40 3.10 0.003 0.24 1.23 4.2 kN

DATE:- 11 0.60 0.40 3.10 0.003 0.24 1.23 4.2 kN

CERTIFIED 14 0.60 0.40 3.10 0.003 0.24 1.23 4.2 kN

BY:- 15 0.50 0.40 3.10 0.003 0.20 1.02 3.5 kN



52 ofC





Rx

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

Iz


Iz Rx Fx

Iz Rx




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Frame in Grid H: Grids are based on roof framing plan.

Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

19 0.50 0.40 3.10 0.003 0.20 1.02 3.5 kN


Grid b d H A

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: Grids are based on roof framing plan.

Grid b d H A

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

25.65

Total Fx = 88




BY

AJE

C

AJE

C

AJE

C d = column size along z-axis

H = column height

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 = rigidity = 1 use relative rigidities

ie mult. values


NO

.

A B C Gaylord and Gaylord

REVISIONS A = area = b x d

DRAWN = moment of inertia abt x-axis = 1 / 12 * b * d^3

BY: D.Banerjee = = seismic force in each column

DATE: 30.04.07 Frame in Grid 1 : Grids are based on roof framing plan.

CHECKED Grid b d H A

BY:- KSN A 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

DATE:- 30.04.07 B 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

OPRG. DEPT D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN

BY

DATE:-

ENG'G. DEPT. Frame in Grid 3 : Grids are based on roof framing plan.

BY:- Grid b d H A

DATE:- D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN

CERTIFIED

BY:-

DATE:-



53 ofC





Iz Rx Fx

Iz Rx Fx

Iz Rx Fx

Total RX =

Rz

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

Ix


Ix Rz Fz

Ix Rz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

A 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

B 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN


Grid b d H A

D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN


Grid b d H A

A 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

B 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN


Grid b d H A

D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN


BY

AJE

C

AJE

C

AJE

C Grid b d H A

D 0.40 0.60 3.10 0.007 0.24 2.61 4.6 kN

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7


Grid b d H A

NO

.

A B C A 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

REVISIONS B 0.30 0.60 3.10 0.005 0.18 1.96 3.5 kN

DRAWN C 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

BY: D.Banerjee D 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

DATE: 30.04.07



DATE:- 30.04.07 A 0.40 0.40 3.10 0.002 0.16 0.82 1.5 kN

OPRG. DEPT C 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

BY

DATE:- Frame in Grid 18 : Grids are based on roof framing plan.


BY:- L 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

DATE:- P 0.40 0.40 3.10 0.002 0.16 0.82 1.5 kN

CERTIFIED

BY:-

DATE:-



54 ofC





Ix Rz

Ix Rz

Ix Rz

Ix Rz

Ix Rz

Ix Rz

Ix Rz

Ix Rz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


Grid b d H A

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

A 0.40 0.40 3.10 0.002 0.16 0.82 1.5 kN

C 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

D 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

H 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

L 0.40 0.50 3.10 0.004 0.20 1.56 2.8 kN

P 0.40 0.40 3.10 0.002 0.16 0.82 1.5 kN

Total Rz = 49.62

Total Fz = 88

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



55 ofC





Ix Rz Fz




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

MA

TIO

N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

F S

AU

DI

ELE

CT

RIC

ITY

CO

. N

O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D B.4 Soil and Hydrostatic Pressure

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL

Soil data:

Φ = angle of internal friction = 30 deg.

= soil density, dry = 19 kN/m3

= modulus of subgrade reaction = 30000 kN/m3

= soil bearing capacity = 200 kPa

(for spread, mat and isolated fdn)

H = height of soil / Basement wall = 3.3 m (3.1+0.5-0.3)

= active soil coeff. = 0.3

c = soil cohesion (sand) = 0

B.4.1 Soil Pressure

BY

AJE

C

AJE

C

AJE

C = soil pressure at 3.3 m. below ground

= = 20.9 kPa

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C B.4.2 Hydrostatic Pressure

REVISIONS

DRAWN Since no water table is found even at 6.00m below ground level,

BY: D.Banerjee we are not considering any hydrostatic pressure for cable cellar structure which is only

DATE: 30.04.07 3.1m below ground level.

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT. Note:

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



56 ofC





ws

Ks

qa

Ka

Ps

ws * H * Ka

Values of P s will be used in STAAD load input (Load Case - 11).




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K'D B.5 Surcharge Load (first wheel load) Design load: Standard HS20 truck

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P = nearer wheel load = 16.0 kips = 71.2 kN

H = height of soil behind wall = 10.82 ft = 3.30 m.

x = distance of load from wall = 2.00 ft = 0.61 m.

(2 ft is the AASHTO min. standard)

m = x / H = 0.18

Z = distance from top surface to point where

pressure is required

n = Z / H

d =

d = 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

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

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

BY

AJE

C

AJE

C

AJE

C

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ay/0

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16/J

un/0

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12/A

ug/0

7

n m

0.00 0.18 0.000

NO

.

A B C 0.10 0.18 0.078

REVISIONS 0.20 0.18 0.191

DRAWN 0.30 0.18 0.220

BY: D.Banerjee 0.40 0.18 0.187

DATE: 30.04.07 0.50 0.18 0.139

CHECKED 0.60 0.18 0.098

BY:- KSN 0.70 0.18 0.068

DATE:- 30.04.07 0.80 0.18 0.048

OPRG. DEPT 0.90 0.18 0.034

BY 1.00 0.18 0.024

DATE:-

ENG'G. DEPT. Average δ = 0.10

BY:- or 4.73 kPa

DATE:-

CERTIFIED = 4.73 kPa

BY:-

DATE:-



57 ofC





surcharge pressure at any depth Z, kip/ft2

d

kip/ft2

Design uniform surcharge, δd1




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K'D B.5.1 Surcharge Load (2nd wheel load)

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P = farthest wheel load = 16.0 kips = 71.2 kN

H = height of soil behind wall = 10.82 ft = 3.30 m.

x = distance of load from wall = 8.00 ft = 2.44 m.

(next wheel is 6 ft away)

m = x / H = 0.74

Z = distance from top surface to point where

pressure is required

n = Z / H

d =

d = 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

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

BY

AJE

C

AJE

C

AJE

C n m

0.00 0.74 0.000

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ay/0

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un/0

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12/A

ug/0

7 0.10 0.74 0.008

0.20 0.74 0.026

0.30 0.74 0.046

NO

.

A B C 0.40 0.74 0.060

REVISIONS 0.50 0.74 0.065

DRAWN 0.60 0.74 0.064

BY: D.Banerjee 0.70 0.74 0.058

DATE: 30.04.07 0.80 0.74 0.051

CHECKED 0.90 0.74 0.043

BY:- KSN 1.00 0.74 0.036

DATE:- 30.04.07

OPRG. DEPT 0.041

BY or 1.98 kPa

DATE:- = 1.98 kPa

ENG'G. DEPT.

BY:- = +

DATE:- = 6.7 kPa

CERTIFIED

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

DATE:-



58 ofC





surcharge pressure at any depth Z, kip/ft2

d

Average d = kip/ft2

Design uniform surcharge, δd2

Total uniform surcharge, δd δd1 δd2




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K'D B6. Crane Load Analysis and Input load data (Load Case - 13)

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TYPE: EOT crane with top running trolley ( See attachment D#6 ;Crane

manufacturer's dwg.)

Crane capacity = 6.0 t

Max. lifting wt = 6.0 t

Span of the crane = 12 m.

No of wheels = 2 per side

Distance from center of crane beam to col center = 0.55 m.

Wheel base = 2.20 m.

Max. static wheel load = 3.83 t per wheel

Weight of the crane including trolley = 3.74 t

Self weight of crane girder = 1.00 kN/m ( assuming)

Center to center of column = 6.25 m (max)

Weight of crane girder = 6.25 kN

Calculation of Wheel loads with Impact

Vertical load/wheel considering 25% impact = 48 kN (as per SES Spec.)

Horizontal load/Rail = 0.5*(20% of lifted load+hoist+trolley) = 9.74 kN (as per SES Spec.)

Horizontal load/wheel considering 25% iMPact = 6.1 kN

BY

AJE

C

AJE

C

AJE

C Longitudinal load considering 10% of wleel load = 3.83 kN (as per SES Spec.)

Horizontal load/rail considering 25% iMPact = 4.79 kN

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ay/0

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ug/0

7

Vertical, transverse and longitudinal iMPact are not to be considered acting concurrently.

Therefore worst case will be with vertical load.

NO

.

A B C

REVISIONS Calculation of wheel load on column bracket

DRAWN

BY: D.Banerjee Worst vertical load on any column bracket will be when one wheel is on the top

DATE: 30.04.07 Therefore the total reaction of two wheels + self wt of girder = 82.0 kN

CHECKED

BY:- KSN Eccentricity of vertical loads from column center = 0.55 m

DATE:- 30.04.07 Therefore additional moment due to eccentricity = 45.1 kN-m

OPRG. DEPT Horizontal load due to iMPact on column = 10.4 kN

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

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

BY:-

DATE:-



59 ofC








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K'D C.1 Parapet

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H = max. height of parapet = 1.00 m

Min thickNes = H / 10 = 0.10 m.

= design thickNess of parapet = 0.15 m

= wind load = windward + leeward = 1.85 kPa

= = 1.574 kN-m / m

d = = 125 mm

(clear cover = 20 mm ; bar dia = 10 mm)

= = 0.11 MPa

ρ = 0.0003

=

a = 3017 MPa

= reqd area of vert. bars = 33

= temp/shrinkage rebars = 0.002 bt(one layer) = 300

use = 300

select bar dia. (10 to 32 mm) = 10 mm

Provide 10 dia bar @ 200 c/c in one layer and both direction.

BY

AJE

C

AJE

C

AJE

C > 300 OK.

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ay/0

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un/0

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12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



60 ofC





tc

qw

Mu ult. moment = 1.7* qw* H^2 / 2

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

Ku Mu / (0.9*b*d2)

Steel ratio = As/bd =

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

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

As mm2/m

Asm mm2/m

As mm2/m

As provided = 390 mm2 /m mm2/m (bothway)




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K'D C.2 Stair and Landing

Stair mkd # 1

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STAIR (Inclined slab is supported at ends)

= horizontal span of stair = 5.40 m (max)

BY

AJE

C

AJE

C

AJE

C = maximum landing span = 1.20 m

= vertical span of stair = 3.10 m (max)

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ay/0

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16/J

un/0

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12/A

ug/0

7 B = width of stair = 1.45 m

R = riser height = 0.163 m

T = tread width = 0.300 m

NO

.

A B C Min thickNess of stair = Ls / 20 = 0.225 m

REVISIONS = design thickNess of stair slab = 0.250 m

DRAWN n = number of steps = 19 risers 18 treads

BY: D.Banerjee

DATE: 30.04.07 Take one meter width of stair

CHECKED = weight of single step = 24 x 1/2 x R x T x 1 = 0.587 kN

BY:- KSN = = 2.065 kN/m

DATE:- 30.04.07 θ = = 35.03 deg

OPRG. DEPT = wt of stair slab = 8.06 kN/m

BY =

DATE:- = = 10.58 kN/m

ENG'G. DEPT. = live load = 4.80 kPa

BY:- = dead load reaction = 28.6 kN/m for STAAD input

DATE:- = (Load Case 9)

CERTIFIED = live load reaction = 13.0 kN/m for STAAD input

BY:- = (Load Case 10)

DATE:-



61 ofC





Ls

La

Hs

ts

ds

we total weight of step = n * ds/ Ls

angle of stair w/ horizontal = tan-1 (R / T)

ws

24 * ts * 1 / cos θ * 1

wd total dead load = we/cosθ + ws

wl

Rd

wd * Ls / 2

Rl

wl * Ls / 2




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K'D Inclined Slab : = 34.5 MPa

= 420 MPa

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= = 22.97 kN/m

Main rebar:

= = 66.99 kN-m/m

= = 62.02 kN per meter

d = = 224 mm


= = 1.48 MPa

ρ = 0.0036

=

a = 3017 MPa

= reqd area of top/bottom bars = 812

= = 500

= 812


Provide 12 dia bar @ 125 c/c in long dirn. top and bottom.

> 812 OK.

BY

AJE

C

AJE

C

AJE

C Landing :

For worst effect we have considered three edge discontinuous.

DA

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ay/0

7

16/J

un/0

7

12/A

ug/0

7 = overall thickNess of landing slab = 0.300 m

Slab dead load = 4.80 kPa Slab live load = 4.80 kPa L = 1.45

= Ult. unif. load = 1.4 * DL + 1.7 * LL = 14.88 kPa

NO

.

A B C p = udl at edge due to stair support = 41.5 kN-m

REVISIONS = design moment (+ or -) = Wu*L^2/2 + p*L = 75.86 kN-m/m

DRAWN d = = 274 mm

BY: D.Banerjee = = 1.12 MPa

DATE: 30.04.07 ρ = 0.0027

CHECKED =

BY:- KSN a = 3017 MPa

DATE:- 30.04.07 = reqd area of top/bottom bars = 747

OPRG. DEPT = = 600

BY As = 747

DATE:- select bar dia. (10 to 32 mm) = 12 mm

ENG'G. DEPT.

BY:- Provide 12 dia bar @ 125 c/c in both dirn. top and bottom.

DATE:- 905 mm2 /m > 747 OK.

CERTIFIED

BY:-

DATE:-



62 ofC





f'c

fy

wu 1.4 wd + 1.7 wl

Mu wu * Ls^2 / 10

Ru ultimate reaction = wu * Ls / 2

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

Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm min. bar area = 0.002 b ts mm2/m

As mm2/m

As provided = 905 mm2 /m mm2/m

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

ta

wu

Mu


Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm min. bar area = 0.002 b ta mm2/m

mm2/m

As provided = mm2/m




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K'D C.4 Stair and Landing

Stair mkd # 4

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STAIR (Inclined slab is supported at ends)

= horizontal span of stair = 5.40 m (max)

BY

AJE

C

AJE

C

AJE

C = maximum landing span = 1.20 m

= vertical span of stair = 3.10 m (max)

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 B = width of stair = 1.55 m

R = riser height = 0.163 m

T = tread width = 0.300 m

NO

.

A B C Min thickNess of stair = Ls / 24 = 0.225 m

REVISIONS = design thickNess of stair slab = 0.250 m

DRAWN n = number of steps = 19 risers 18 treads

BY: D.Banerjee

DATE: 30.04.07 Take one meter width of stair

CHECKED = weight of single step = 24 x 1/2 x R x T x 1 = 0.587 kN

BY:- KSN = = 2.065 kN/m

DATE:- 30.04.07 θ = = 35.03 deg

OPRG. DEPT = wt of stair slab = 8.06 kN/m

BY =

DATE:- = = 10.58 kN/m

ENG'G. DEPT. = live load = 4.80 kPa

BY:- = dead load reaction = 28.6 kN/m for STAAD input

DATE:- = (Load Case 9)

CERTIFIED = live load reaction = 13.0 kN/m for STAAD input

BY:- = (Load Case 10)

DATE:-



63 ofC





Ls

La

Hs

ts

ds

we total weight of step = n * ds/ Ls

angle of stair w/ horizontal = tan-1 (R / T)

ws

24 * ts * 1 / cos θ * 1

wd total dead load = we/cosθ + ws

wl

Rd

wd * Ls / 2

Rl

wl * Ls / 2




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K'D Inclined Slab : = 34.5 MPa

= 420 MPa

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= = 22.97 kN/m

Main rebar:

= = 66.99 kN-m/m

= = 62.02 kN per meter

d = = 224 mm


= = 1.48 MPa

ρ = 0.0036

=

a = 3017 MPa

= reqd area of top/bottom bars = 812

= = 500

= 812


Provide 12 dia bar @ 125 c/c in long dirn. top and bottom.

> 812 OK.

BY

AJE

C

AJE

C

AJE

C Landing :

For worst effect we have considered three edge discontinuous.

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 = overall thickNess of landing slab = 0.300 m

Slab dead load = 4.80 kPa Slab live load = 4.80 kPa L = 1.55

= Ult. unif. load = 1.4 * DL + 1.7 * LL = 14.88 kPa

NO

.

A B C p = udl at edge due to stair support = 41.5 kN-m

REVISIONS = design moment (+ or -) = Wu*L^2/2 + p*L = 82.24 kN-m/m

DRAWN d = = 274 mm

BY: D.Banerjee = = 1.22 MPa

DATE: 30.04.07 ρ = 0.0030

CHECKED =

BY:- KSN a = 3017 MPa

DATE:- 30.04.07 = reqd area of top/bottom bars = 811

OPRG. DEPT = = 600

BY As = 811

DATE:- select bar dia. (10 to 32 mm) = 12 mm

ENG'G. DEPT.

BY:- Provide 12 dia bar @ 125 c/c in both dirn. top and bottom.

DATE:- 905 mm2 /m > 811 OK.

CERTIFIED

BY:- For stair mkd # 2 & 3 we follow the same as stair mkd 1 & 4DATE:-



64 ofC





f'c

fy

wu 1.4 wd + 1.7 wl

Mu wu * Ls^2 / 10

Ru ultimate reaction = wu * Ls / 2


Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm min. bar area = 0.002 b ts mm2/m

As mm2/m


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

ta

wu

Mu


Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm min. bar area = 0.002 b ta mm2/m

mm2/m

As provided = mm2/m




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K'D C.3 Design of roof slab for stair mkd 1 & 4

DE

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AL

= 34.5 MPa

= 420 MPa

L = maximum slab span = 1.55 m

Min thickNess of slab = L / 24 = 0.06 m

= design thickNess of slab = 0.150 m

Take one meter width

= weight of canopy = 24 x = 3.60 kN/m

= live load = 1.00 kN/m

= = 6.74 kN/m

Rebars:

= ultimate bending moment = 2.024 kN-m/m

=

d = = 124 mm


= = 0.15 MPa

BY

AJE

C

AJE

C

AJE

C ρ = 0.0003

=

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 a = 3017 MPa

= reqd area of top bars = 43

NO

.

A B C = temp/shrinkage rebars = 0.002 b t (one layer) = 300

REVISIONS use = 300

DRAWN select bar dia. (10 to 32 mm) = 12 mm

BY: D.Banerjee

DATE: 30.04.07 Provide 12 dia bar @ 200 c/c in bottom bothway

CHECKED > 300 OK.

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



65 ofC





f'c

fy

tc

wc tc x 1

wl

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

Mu

wu * L^2 / 8

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

Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm mm2/m

As mm2/m





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K'D C.4 Basement wall = 30.0 MPa

= 420 MPa

DE

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t = thickness of cable basement wall = 0.25 m.

Beam Shear:

= max. ultimate shear stress = 410 kPa see staad output

plate no.-3840 LC-43)

= shear stress carried by concrete = 776 kPa > ### kPa

= OK

use t = 0.25 m

Rebar design:

For rebar design see STAAD output.

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



66 ofC





f'c

fy

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

Vu

ΦVc

0.85/6*(f'c) 0.5




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K'D C.5 Basement Mat Fdn.

DE

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OR

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Check soil bearing capacity:

= 200 kPa

From STAAD output (8829.std ) :

= max. displacement of mat fdn = 0.552 cm jt.2651

LC 32

= max soil bearing pressure at mat = 166 kPa < ### kPa

= x / 100 OK

Check punching shear:

f'c = 30.0 MPa

fy = 420 MPa

From STAAD output :

= max. axial load of internal columns = 1670 kN see staad output

(member no. 321, LC-33)

BY

AJE

C

AJE

C

AJE

C Dimensions:

= thickness of mat = 0.400

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 = effective thickness of mat* = tf - 0.065 = 0.335 m

d = = 0.252 m

b = long column width = 0.40 m

NO

.

A B C c = short column width = 0.60 m

REVISIONS Critical sec is at d/2 from face of column

DRAWN = perimeter for punching shear = 3.008 m

BY: D.Banerjee = 2 *(b+c+2d)

DATE: 30.04.07 = ratio of long/short col width = 0.67

CHECKED = punching area = (b+d)*(c+d) = 0.56

BY:- KSN = = 1532 kN

DATE:- 30.04.07

OPRG. DEPT = shear carried by concrete

BY = = 2353 kN > 1532

DATE:- kN

ENG'G. DEPT. OK

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



67 ofC





qa

δy

qs

Ks δy

Pu

tf

tf'

dist of As to top of mat (0.435-0.075-0.016/2)

bo

bc

Ap m2

Vu design shear = Pu - 1.5 * qs * Ap

ΦVc

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




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K'D Basement Mat Fdn.

DE

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AL

Rebar design:

Max. moment developed in plate no. 1157 & 1273.

from STAAD analysis

bottom reinforcement = 1877 plate no.-1157

top reinfocement = 1845 plate no.-1273

Provide 16 dia bar @ 100 c/c in bottom bothway

> 1877 OK.

C.6 FOUNDATION DESIGN

BY

AJE

C

AJE

C

AJE

C ISOLATED FOOTING

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 Designed by STAAD analysis.

see STAAD output.

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



68 ofC





mm2/m

mm2/m





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K'D COMBINED FOOTING

FOOTING MKD : F3

DE

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AL

(Supports mkd. 4938 & 4939 )(Col. Mkd. - C-19 & D-19 LOAD CASE- 24

Service load condition Supp- 4939 Supp- 4938

= Axial load ( kN ) 715 753

= Moment about x axis (kN-m) 11 13

= Moment about z axis (kN-m) 76 136

3.3

0.5

BY

AJE

C

AJE

C

AJE

C X1.5

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 3Z

NO

.

A B C (Axis are taken as per 1.5 4939 4938

REVISIONS STAAD analysis )

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN 0.75 3 0.75

DATE:- 30.04.07 = 200 kPa

OPRG. DEPT 4.5 = 19 kN/m3

BY = 30.0 MPa

DATE:- = 420 MPaENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



69 ofC





Ps

Mx

Mz

qa

ws

f'c

fy




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K'D ez1 = eccentricity due to different vertical load for case 24 = 0.039 m

So, additional moment Mx for eccentricity = 57.00 kn-m

DE

SC

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AL

L = design length of footing, along x = 3.00 mW = design width of footing, along z = 4.50 m

A = area of footing = 13.5

= Sectional modulus about x axis = 10.1

= Sectional modulus about z axis = 6.8b = col size along x = 0.40 mc = col size along z = 0.50 m

= thickNess of footing = 0.40 mH = depth of footing below ground = 3.30 m

= weight of footing = 129.6 kN

= weight of soil = 721.8 kN

= = 263 kPa

= Soil pressure == 172 +/- 10.37 +/- 31= 214 / 151 / 193 / 130 < ### kPa

O. K.

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 use L = 3.00 mand W = 4.50 m

NO

.

A B C

REVISIONS

DRAWN Strength designBY: D.Banerjee

DATE: 30.04.07 LOAD CASE- 33CHECKED Ultimate load condition Supp- 4939 Supp- 4938

BY:- KSN = Axial load ( kN ) 976 1055

DATE:- 30.04.07 = Moment about x axis (kN-m) 16.35 0.07

OPRG. DEPT = Moment about z axis (kN-m) 29.74 82.46BY

DATE:- ez1 = eccentricity due to different vertical load = 0.059 mENG'G. DEPT.

BY:- = Soil pressure =DATE:- = 214 +/- 13.36 +/- 17

CERTIFIED = 244 / 210 / 217 / 184BY:-

DATE:-



70 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

qa, gross qa + ws * H

qs,gross1 (Ps + Wf + Ws) / A +/- Mx / Zx +/- Mz / Zz

Pu

Mx

Mz





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K'D For conservative design, taking the average of the maximum two soil pressure values

throughout the foundation :

DE

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AL

= 227 kPa

== 162 kPa

Check punching shear:

= Worst Axial load for punching shear only = 1055 kN Supp-4938

d = = 0.32 m (LC 32)

= perimeter for punching shear = 3.07 m= 2 *(b+c+2d)

= ratio of long/short col width = 1.25

= punching area = (b+d)*(c+d) = 0.586

= = 960 kN

== shear carried by concrete = 1962 kN > ### O.K.

Check beam shear: Take one meter width of ftg

= cantilever length of ftg from col face (along Z)= ( W - c ) / 2 = 0.5 m.

BY

AJE

C

AJE

C

AJE

C = cantilever length of ftg from col face (along X)= ( L - c ) / 2 = 1.30 m.

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 = = 1.30 m.

= design shear = = 159.4 kN

NO

.

A B C = shear carried by concrete = 246 kN O.K.

REVISIONS = 0.85 x 1/ 6 x = 0.40 mDRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



71 ofC





qu,gross

qu,net qs,gross - 24*tf - ws*(H - tf)

critical sec is at d/2 from face of column

Pu

dist of As to top of ftg (500-75-16/2)

bo

bc

Ap m2

Vu design shear = Pu - qu * Ap

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

Critical section is at distance d from face of column.

Lw

Lo

Ld design length, greater of Lw or Lo

Vu qu * (Ld -d)

ΦVc

f'c^0.5 x b x d use tf




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K'D Strength design

DE

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ISS

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N S

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ITT

AL

Rebar design:

Bot bars:

= design positive moment = 137 kN-m/m

= x / 2

d = = 0.32 m

= = 1.52 MPa

ρ = 0.0037

=

a = 3469 MPa

= reqd area of bottom bars = 1180

= = 800

use = 1180select bar dia. (10 to 32 mm) = 16 mm

Provide 16 dia bar @ 150 c/c horizontally in both way at bottom.

> 1180 OK.Also Provide 12 dia bar @ 200 c/c horizontally in both way at top.

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



72 ofC





Mu

qu Ld^2

dist of As to top of ftg

Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm temp/shrinkage rebars = 0.002 b tf mm2/m

Ash mm2/m

As provided =1340 mm2 /m mm2/m




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K'D Footing MKD : F4

(Supports mkd. 4932, 4935, 4936 )

DE

SC

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ISS

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ES

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ITT

AL

(Col. Mkd. - B-15 / C-15 / D-15 )

4936 4935 4932 (LC - 25)Service load condition B-15 C-15 D-15

= Axial load ( kN ) 474 319 1533

= Moment about x axis (kN-m) 101.6 96.2 149

= Moment about z axis (kN-m) 0.1 4.5 3.55

= Axial load ( kN ) 591 603 1223 (LC - 27)

= Moment about x axis (kN-m) 66 101 151


C.L

3.3 Y

0.5 Z

BY

AJE

C

AJE

C

AJE

C

1.2 3 3 1.2

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

X

NO

.

A B C 3.5 Z

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT ex1 = eccentricity due to different vertical load for case1 = ### m (right sideBY ex2 = eccentricity due to different vertical load for case2 = ### m from C.L)DATE:- L = design length of footing, along z = 8.40 m

ENG'G. DEPT. W = design width of footing, along x = 3.50 mBY:- A = area of footing = 29.40

DATE:- = Sectional modulus about x axis = 41.16

CERTIFIED = Sectional modulus about z axis = 17.2BY:- b = col size along x = 0.40 mDATE:-



73 ofC





Ps

Mx

Mz

Ps

Mx

Mz

m2

Zx m3

Zz m3




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K'D c = col size along z = 0.50 m

= thickNess of footing = 0.40 m

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

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SE

DE

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UE

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AL

H = depth of footing below ground = 3.30 m

= weight of footing = 282 kN

= weight of soil = ### kN

= = 263 kPa

= Soil pressure == 142 +/- ### +/- 0.47= 228 / 227 / 57 / 56 < ### kPa

O. K.

= Soil pressure == 82 +/- 50.5 +/- 2.65= 135 / 130 / 34 / 29 < ### kPa

O. K.use L = 8.40 m

and W = 3.50 m

4936 4935 4932 (LC - 43)Strength design load condition B-15 C-15 D-15

= Axial load ( kN ) 491 293 1694

BY

AJE

C

AJE

C

AJE

C = Moment about x axis (kN-m) 136.3 136 209


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

ex1 = eccentricity due to different vertical load for case1 = -1.456 m

NO

.

A B C = Soil pressure =

REVISIONS = 147 +/- 99.331 +/- 0.88DRAWN = 248 / 246 / 49 / 47 < ### kPa

BY: D.Banerjee O. K.DATE: 30.04.07 For conservative design, taking the average of the maximum two soil pressure values

CHECKED throughout the foundation :

BY:- KSN = 247 kPa

DATE:- 30.04.07 =OPRG. DEPT = 182 kPa

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



74 ofC





tf

Wf

Ws

qa, gross qa + ws * H



Ps

Mx

Mz


qu,gross





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PV

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CH

K'D Check punching shear:

= Worst Axial load for punching shear only = 1955 kN

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

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OR

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AL

d = = 0.319 m

= perimeter for punching shear = 3.076 m= 2 *(b+c+2d)

= ratio of long/short col width = 0.80

= punching area = (b+d)*(c+d) = 0.589

= = 1848 kN

== shear carried by concrete = 2996 kN > 1848

O.K.Check beam shear: Take one meter width of ftg

= cantilever length of ftg from col face (along W)= ( W - c ) / 2 = 1.55 m.

= cantilever length of ftg from col face (along L)= = 0.95 m.

= = 1.55 m.

= design shear = = 224.2 kN

= shear carried by concrete = 278 kN O.K.

= 0.85 x 1/ 6 x = 0.40 m

BY

AJE

C

AJE

C

AJE

C

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

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

Taking unit width of footingw = 182 kN/m

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee Maximum Bending moment along shorter span = 218.75 kN-m

DATE: 30.04.07 x Ls^2 / 2CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



75 ofC






Pu Supp- 4932 (LC 32)


bo

bc

Ap m2


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

Critical section is at distance d from face of column.

Lw

Lo

Ld design length, greater of Lw or Lo

Vu qu * (Ld -d)

ΦVc

f'c^0.5 x b x d use tf

qu




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PV

D

CH

K'D Strength design

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

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SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

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ES

IGN

SU

BM

ITT

AL

Rebar design:

Bot bars:

= design positive moment = 219 kN-m/m

d = = 0.32 m

= = 2.39 MPa

ρ = 0.0059

=

a = 2745 MPa

= reqd area of bottom bars = 1887

= = 800

use = 1887select bar dia. (10 to 32 mm) = 16 mm

Provide 16 dia bar @ 100 c/c horizontally in both way at bottom.

> 1887 OK.Also Provide 12 dia bar @ 200 c/c horizontally in both way at top.

BY

AJE

C

AJE

C

AJE

C

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7

NO

.

A B C

REVISIONS

DRAWN

BY: D.Banerjee

DATE: 30.04.07

CHECKED

BY:- KSN

DATE:- 30.04.07

OPRG. DEPT

BY

DATE:-

ENG'G. DEPT.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



76 ofC





Mu

dist of As to top of ftg

Ku Mu / (0.9*b*d2)


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


As mm2/m

Asm temp/shrinkage rebars = 0.002 b tf mm2/m

Ash mm2/m





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PV

D

CH

K'D C.7 Check for punching shear

(Supports mkd. 4934,4943,4944 )

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

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SIG

N S

UB

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L

ISS

UE

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OR

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ES

IGN

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ITT

AL







= weight of soil = 422 kN

= Axial load = 949 kN

= Moment about x axis = 14 kNm max. load

= Moment about z axis = 1.1 kNm

= Soil pressure == 184 +/- 3.8 +/- 0.29= 188 / 188 / 181 / 180

BY

AJE

C

AJE

C

AJE

C

For conservative design, taking the average of the maximum two soil pressure values

DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0

7 throughout the foundation :

= 188 kPa

=

NO

.

A B C = 123 kPa

REVISIONS

DRAWN

BY: D.Banerjee Check punching shear:

DATE: 30.04.07 = Worst Axial load for punching shear only = 949 kN

CHECKED d = = 0.32 m

BY:- KSN = perimeter for punching shear = 3.07 mDATE:- 30.04.07 = 2 *(b+c+2d)

OPRG. DEPT = ratio of long/short col width = 0.50

BY = punching area = (b+d)*(c+d) = 0.566

DATE:- = = 878.7 kN

ENG'G. DEPT. =BY:- = shear carried by concrete = 3773 kN > 879DATE:- OK

CERTIFIED

BY:-

DATE:-



77 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4934 (LC 33)

Mx

Mz

qu,gross (Pu + Wf + Ws) / A +/- Mx / Zx +/- Mz / Zz

qu,gross



Pu


bo

bc

Ap m2


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




DATED

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IS D

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HE

WR

ITT

EN

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EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D Check for punching shear

(Supports mkd. 4941,4942,4933 )

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL









= Moment about x axis = 23 kNm


= Soil pressure == 216 +/- 8.8 +/- 5= 230 / 220 / 212 / 202

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


= 224.9 kPa

=

NO

.

A B C = 160.2 kPa

REVISIONS

DRAWN







DATE:- = = 865.4 kN


CERTIFIED

BY:-

DATE:-



78 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4942 (LC 33)

Mx

Mz


qu,gross



Pu


bo

bc

Ap m2


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




DATED

CE

RT

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TH

IS D

RA

WIN

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NF

OR

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ON

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LE P

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PE

RT

Y O

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AU

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ION

IN

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LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


(Supports mkd. 4945,4928)

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

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OR

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ES

IGN

SU

BM

ITT

AL











= Soil pressure == 227 +/- 8.2 +/- 5.47= 241 / 230 / 225 / 214

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


= 236 kPa

=

NO

.

A B C = 171 kPa

REVISIONS

DRAWN







DATE:- = = 1187 kN


CERTIFIED

BY:-

DATE:-



79 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4928 (LC 33)

Mx

Mz


qu,gross



Pu


bo

bc

Ap m2


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




DATED

CE

RT

'D

TH

IS D

RA

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NF

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ION

IN

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LL O

R I

N P

AR

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HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

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HE

WR

ITT

EN

CO

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EN

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F I

TS

OW

NE

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AP

PV

D

CH



DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL











= Soil pressure == 231 +/- 10.8 +/- 1.15= 243 / 240 / 221 / 219

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


= 242 kPa

=

NO

.

A B C = 177 kPa

REVISIONS

DRAWN







DATE:- = = 945.4 kN


CERTIFIED

BY:-

DATE:-



80 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4946 (LC 33)

Mx

Mz


qu,gross



Pu


bo

bc

Ap m2


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




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

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N C

ON

TA

INE

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ER

EIN

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LE P

RO

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RT

Y O

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RO

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CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH


(Supports mkd. 4930,4937,4947)

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL










= Moment about z axis = 10 kNm

= Soil pressure == 221 +/- 7.5 +/- 7.5= 236 / 221 / 221 / 206

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


= 228 kPa

=

NO

.

A B C = 164 kPa

REVISIONS

DRAWN







DATE:- = = 539.2 kN


CERTIFIED

BY:-

DATE:-



81 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4930 (LC 33)

Mx

Mz


qu,gross



Pu


bo

bc

Ap m2


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




DATED

CE

RT

'D

TH

IS D

RA

WIN

G A

ND

TH

E I

NF

OR

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N C

ON

TA

INE

D H

ER

EIN

AR

E T

HE

SO

LE P

RO

PE

RT

Y O

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AU

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CT

RIC

ITY

CO

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O R

EP

RO

DU

CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH



DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

DE

TA

IL D

ES

IGN

SU

BM

ITT

AL










= Moment about z axis = 10 kNm

= Soil pressure == 195 +/- 23.3 +/- 7.5= 226 / 211 / 179 / 164

BY

AJE

C

AJE

C

AJE

C


DA

TE

8/M

ay/0

7

16/J

un/0

7

12/A

ug/0


= 218 kPa

=

NO

.

A B C = 154 kPa

REVISIONS

DRAWN







DATE:- = = 451.1 kN


CERTIFIED

BY:-

DATE:-



82 ofC





m2

Zx m3

Zz m3

tf

Wf

Ws

Pu Supp- 4929 (LC 33)

Mx

Mz


qu,gross



Pu


bo

bc

Ap m2


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




DATED

CE

RT

'D

TH

IS D

RA

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NF

OR

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N C

ON

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INE

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ER

EIN

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LE P

RO

PE

RT

Y O

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CO

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RO

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CT

ION

IN

FU

LL O

R I

N P

AR

T S

HA

LL B

E O

BT

AIN

ED

FR

OM

TH

IS D

OC

UM

EN

T W

ITH

OU

T T

HE

WR

ITT

EN

CO

NS

EN

T O

F I

TS

OW

NE

R.

AP

PV

D

CH

K'D C.8 GIS FLOOR SLAB DESIGN

DE

SC

RIP

TIO

N

ISS

UE

D F

OR

BA

SE

DE

SIG

N S

UB

MIT

TA

L

ISS

UE

D F

OR

BA

SE

DE

SIG

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Maximum deflection as per output = 0.69 cm node 6347 , Load Case-32

Allowable deflection = L / 240 = 1.81 cm >> OK

( L = 4.35m)

As per output minimum reinforcement required in slab

Provide 16 dia bar @ 150 c/c horizontally in each face.

> 360 OK.

distribution reinforcement = 360

Provide 16 dia bar @ 200 c/c horizontally in each face.

> 360 OK.

BY

AJE

C

AJE

C

AJE

C C.9 SWITCHGEAR FLOOR SLAB DESIGN

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8/M

ay/0

7

16/J

un/0

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12/A

ug/0

7 Maximum deflection as per output = 0.92 cm node 6883 , Load Case-32

Allowable deflection = L / 240 = 1.42 cm >> OK

( L = 3.40m)

NO

.

A B C

REVISIONS

DRAWN As per output minimum reinforcement required in slab

BY: D.Banerjee

DATE: 30.04.07

CHECKED Provide 16 dia bar @ 150 c/c horizontally in each face.

BY:- KSN > 360 OK.

DATE:- 30.04.07

OPRG. DEPT distribution reinforcement = 360

BY

DATE:- Provide 16 dia bar @ 200 c/c horizontally in each face.

ENG'G. DEPT. > 360 OK.

BY:-

DATE:-

CERTIFIED

BY:-

DATE:-



83 ofC






mm2/m



mm2/m





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K'D C.10 CRANE BEAM DESIGN

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Crane Girder

a = wheel base = distance between wheels = 2.20 m

L = max. crane beam span = 6.25 m

= = 38.3 kn

= horizontal load per wheel = 6.10 kn

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

= 0.586 * L = 3.66 m

BY

AJE

C

AJE

C

AJE

C a < hence, max. moment is under P1 at x = 1/2 * (L - a / 2)

This also applies to moment due to horizontal load.

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ug/0

7 wr = weight of rail (ASCE 40) = 50 lb/yard = 0.243 kn/m

NO

.

A B C L = Span of the girder = Center to center of column = 6.25 m

REVISIONS = weight of rail (ASCE 40) = 50 lb/yard = 0.243 kn/m

DRAWN Try with HEB 320

BY: D.Banerjee Properties of single section:

DATE: 30.04.07 HEB 340: 30.0 cm d = 32.0 cm = 0.52

CHECKED 2.05 cm 1.2 cm

BY:- KSN A = 161 w = 1.27 kn/m

DATE:- 30.04.07 30820 9240

OPRG. DEPT 1930 616

BY

DATE:- = L = unbraced length of compression flange = 6.25 m

ENG'G. DEPT.

BY:- = dead weight of combined section + rail = 1.513 kn/m

DATE:-

CERTIFIED = radius of gyration of comp. fl. Plus 1/3 of the = 7.994 cm

BY:- comp. web about an axix in the plane of the web

DATE:-



84 ofC





Py vertical load per wheel = P1 = P2

Pz

ai

ai

wr

bf = d/Af cm-1

tf = tw =

cm2

Ix = cm4 Iy = cm4

Sx = cm3 Sy = cm3

Lb

wc

rT




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K'D Check bending stresses as per AISC Specs. Sec. 1.5.1.4.5 and 1.6.1

z-axis bending:

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= max. moment due to wheel load

= = 81.26 kn-m

x = 1 / 2*(L - a / 2) = 2.575 m see sketch

=

= = 7.16 kn-m

= design moment = = 88.4 kn-m

= = 45.82 Mpa 6.64 ksi

Determine allow. bending stress abt z-axis, Fbz

= 78 and = 53 < 78

= 119 > 78

= = 18.8 ksi OR

= = 21.6 ksi > 6.64 ksi OK

y-axis bending:

= design max. moment due to wheel load

= = 12.94 kn-m

= = 21.01 Mpa 3.05 ksi

= = 21.6 ksi

BY

AJE

C

AJE

C

AJE

C

= 0.35 + 0.1411 = 0.494 < 1.0 OK

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ay/0

7

16/J

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12/A

ug/0

7

Check shear along y-axis

= max. shear due to wheel load occurs at x = 0

NO

.

A B C = = 63.12 kn

REVISIONS = = 4.73 kn

DRAWN = = 67.85 kn

BY: D.Banerjee = = 32.08

DATE: 30.04.07 = 2.11 = 21.15 Mpa

CHECKED = = 99.29 Mpa OK

BY:- KSN

DATE:- 30.04.07 Check girder deflection

OPRG. DEPT For max. deflection, wheel loads shld. be placed as shown

BY Along y-axis

DATE:- b = distance of each load from end = 2.03 m

ENG'G. DEPT. = max. deflection at center (as per formula on AISC

BY:- page 2-116 Case 9) due to wheel loads

DATE:- = = 0.50 cm

CERTIFIED Allowable deflection = L / 1000 = 0.63 cm OK

BY:- (for motor operated cranes as per SES B01-E01, Cl 4.6.3)

DATE:- Use HEB 320 @ 1.34 kn/m as crane girder.DRAWING TITLE INDEX PLANT DRAWING NO. SHEET NO. REV NO.


85 ofC





Mz1

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

location of Mz1 =

Mz2 dead load moment at location of Mz1

wc * x / 2 * (L - x)

Mz Mz1 + Mz2

fbz bending stress abt z-axis = Mz / Sx

Lb/rT (102*10^3*Cb)/Fy)^0.5

(510*10^3*Cb)/Fy)^0.6

(Cb = 1.0 ; Fy = 36 ksi)

Fbz1 allow. bending stress = (2/3 - Fy(Lb/rT)^2/(1530*10^3Cb))Fy

Fbz2 allow. bending stress = 0.6 Fy

My

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

fby bending stress abt y-axis = My / Sy

Determine allow. bending stress abt y-axis, F by

Fby allow. bending stress = 0.6 Fy

Interaction equation (since fa = 0):

fbz / Fbz + fby / Fby

V1

Py * (2- a / L)

V2 dead load shear = wc * L / 2

Vy total design shear = V1 + V2

Av shear area of I-section = (d - tf) * tw cm2

fv shear stress = Vy / Av = kn/cm2

Fv allow. shear stress = 0.4* Fy

dy

Py * b * (3*L^2 - 4*b^2) / (24 *E * Ix)




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K'D C.11 Crane Bracket Design

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Factored load ( Factor = 1.7 ) on bracket P = 83.7 kN

Maximum vertical load on the bracket = Vu =

139.4 kN = 30.67 kips a = 0.25 m

Maximum horizontal load on the bracket = Nuc =

17.68 kN = 3.89 kips H = 11.0 kN

Column width, bw = 0.4 m = 15.75 in

fy = 420 MPa = 59721 psi

fc = 30.0 MPa = 4266 psi h = 1 m

Assuming total depth of bracket = 0.75 m = 29.528 in

d = 0.75 - 0.008 - 0.04 Assuming 16 dia bar with 40 cover

BY

AJE

C

AJE

C

AJE

C = 0.702 m = 27.64 in

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ug/0

7 a / d = 0.356 < 1 O.K.

= 305 kips = 1385.4 kN > 139 kN = O.K.

NO

.

A B C

REVISIONS

DRAWN = 0.0 but not less than = 1.458

BY: D.Banerjee

DATE: 30.04.07 Mu = Vu . a + Nuc ( h-d ) = 15 in-kips

CHECKED

BY:- KSN

DATE:- 30.04.07 = 0.01 = 0.08

OPRG. DEPT

BY Primary reinforcement

DATE:-

ENG'G. DEPT. = 1.05 = 676.3

BY:-

DATE:- Shear reinforcement , = 0.4859 = 313.5

CERTIFIED

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

DATE:-



86 ofC





in2

in2 in2

in2 mm2

in2 mm2




DATED

V n=(800−280ad )bwd

Avf=V u−φ (0 . 2bw d )φ (0 .8 f y )

0 .2bwd

f y

A f=M u

φf y judAn=

Nucφf y

∴ A s=23Avf+An

Ah=0 .5 (A s−An)

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K'D C.12 Roof Beams SEE STAAD OUTPUT (E.1)

C.13 Grade Beams SEE STAAD OUTPUT (E.1)

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C.14 Beams at Intermmediate Level SEE STAAD OUTPUT (E.1)

C.15 Columns SEE STAAD OUTPUT (E.1)

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

sufficient for the duct as per mechanical drawing)

58, 59 LRB8

133 IB1

121 IB2

257, 270 IB3

BY

AJE

C

AJE

C

AJE

C 118 IB4

278 IB5

DA

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ay/0

7

16/J

un/0

7

12/A

ug/0

7 259 IB6

161 IB7

NO

.

A B C 188 HRB1

REVISIONS 178 HRB2

DRAWN 191 HRB3

BY: D.Banerjee 262 IB8

DATE: 30.04.07

CHECKED

BY:- KSN 222 TRB1

DATE:- 30.04.07 232 TRB2

OPRG. DEPT 298 TRB3

BY 15 GB1

DATE:- 53 GB2

ENG'G. DEPT. 8856 GB3

BY:- 10 GB4

DATE:- 8857 GB5

CERTIFIED 38 GB6

BY:-

DATE:-



87 ofC








DATED

8829 substation

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