8829 Substation

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N O . A B C BY: BY:- DATE:-BY DATE:- BY:- DATE:- BY:-

DATE:-INDEX PLANT REV NO.

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87

East Of Unayzah JOB ORDER NO DWG CONT SHT

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

DRAWING TITLE DRAWING NO.

CERTIFIED

NEW 132/13.8 KV SUBSTATION # 8829

B C70 CE-050622

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING

DESIGN CALCULATION OF

CONTROL & SWITCHGEAR BUILDING.

D.Banerjee DATE: 08.05.07 ENG'G. DEPT. CHECKED KSN 08.05.07 OPRG. DEPT D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN BY APPVD AJ EC AJ EC AJ EC SHEET NO. C H K 'D D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL

ىطسولا ةقطنملا عرف

NEW 132/13.8 KV SUBSTATION # 8829

C Saudi Arabia 31060103001 CE - 050357

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A. Design Criteria

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 C.7 Punching shear check for isolated footing C.8 GIS Floor slab.

C.9 Switchgear Floor slab. C.10 Crane beam C.11 Crane Bracket N O . A B C _{C.12 Roof Beams} C.13 Grade Beams

C.14 Beams at Intermmediate Level

BY: _{C.15 Columns}

C.16 STAAD Beam member no.which govern the design as per beam mkd. In dwg. D. Attachments

BY:- _D.1 _{Sketch Sheet for STAAD File : 8829.std )} DATE:- _{& framing sketches of the building ( SK # 1 to 22 )}

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}

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.)}

E STAAD Analysis and Design

BY:- _E.1 _{Input/Output ( Control & Switchgear Building.. STAAD File : 8829.std)}

2 of

87 CERTIFIED

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W C TABLE OF CONTENTS SHEET NO. DRAWING NO. DRAWING TITLE CE-050622 C70 B NEW 132/13.8 KV SUBSTATION # 8829

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A. DESIGN CRITERIA

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 :

fc' = comp. strength of concrete = 30.0 MPa

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

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

wc = weight of normal reinforced concrete = 24 kN/m3

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A B C

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

Φ = angle of internal friction = 28 deg. ws = unit weight of soil, dry = 19 kN/m3

BY:-DATE:- q_a ₌ _{net soil bearing capacity} ₌ ₂₀₀ _kPa

(for spread, mat and isolated fdn)

BY K_s ₌ _{modulus of subgrade reaction} ₌ _kN/m3

DATE:- K_a ₌ _{coeff. of active soil pressure} ₌ _0.33

Ko = coeff. of soil pressure at rest = 0.50

BY:- _c ₌ _{soil cohesion (sand)} ₌ ₀

DATE:- _Note:

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

BY:-

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30000 APPVD ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL 1 6 /J u n /0 7 AJ EC AJ EC D A TE 8 /M a y /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D.Banerjee T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C H K 'D D E S C R IP TIO N ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC OPRG. DEPT ENG'G. DEPT. 30.04.07 CHECKED KSN 30.04.07 DATE:

CERTIFIED C Saudi Arabia 31060103001 CE - 050357 SHEET NO. NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622

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

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) = 1.05D + 1.3L + 1.3W + 1.3H + 1.3S 4.0 U = 0.9D + 1.3W + 1.3H + 1.3S 5.0 U = 0.75* (1.4D + 1.7L +1.7C + 1.87E / 1.4 + 1.7H + 1.7S) N O . A B C ₌ _{1.05D + 1.3L +1.3C + E + 1.3H + 1.3S} 6.0 U = 0.9D + 1.43E/1.4 = 0.9D + 1.02E BY: 7.0 U = 0.9D + 1.3W

BY:- _where _D ₌ _{dead load}

DATE:- _L ₌ _{roof live load}

W = wind load

BY _E ₌ _{earthquake load}

DATE:- _H ₌ _{earth pressure and/or hydrostatic pressure} S = surcharge load

BY:- _C ₌ _{crane load}

DATE:- BY:-

4 of 87 T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W

DRAWING TITLE DRAWING NO. SHEET NO.

NEW 132/13.8 KV SUBSTATION # 8829 B C70 D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 3 0 /Ap r/ 0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED ENG'G. DEPT.

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND CE-050622 C

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B. LOAD CALCULATIONS

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 SUPERIMPOSED LOAD

Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m3) = 1.13 kpa Waterproofing memb/separ'n sheet = 0.005kpa 100 mm insulation ( 350 n/m3 ) = 0.035kpa 50 mm thk screed ( 2200 kg/m3 ) = 1.10 kpa

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

Utility

Air condition duct = 0.20 kpa

BY: _Ceiling ₌ _0.25 _kpa

Live load = 1.50 kpa

Total Superimposed load = 4.22 kpa

BY:-

DATE:-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 )}

BY:-

DATE:- BY:-

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T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R.

NEW 132/13.8 KV SUBSTATION # 8829 B C70 APPVD D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 3 0 /Ap r/ 0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED ENG'G. DEPT.

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED CE-050622 C

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Roof Live Load

Live load intencity = = 1.5 kPa

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 superimposed load acting on slab.

Self weight of the hollow core slab ( Jointed ) = 2.6 kpa SUPERIMPOSED LOAD

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A B C _{Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m}3₎ ₌ _1.13 _kpa

Waterproofing memb/separ'n sheet = 0.005 kpa 100 mm insulation ( 350 n/m3 ) = 0.035 kpa

BY: _{50 mm thk screed ( 2200 kg/m}3 ₎ ₌ _1.10 _kpa

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

BY:- _{Air condition duct} ₌ _0.20 _kpa

DATE:- _Ceiling ₌ _0.25 _kpa

Air Veltration machine With Pads = 3.50 kpa

BY _{Live load} = 1.50 kpa

DATE:- _{Total Superimposed load} ₌ _{7.723 kpa}

BY:-DATE:- _{S/W +Superimposed load without Live load} ₌ _{2.60+7.723-1.5 =} _{8.82 kpa} udl acting on the longitudinal beam = 8.82*7/2 = 31 kN/m BY:- _{( Beam along grid P & L )}

6 of 87 T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W

NEW 132/13.8 KV SUBSTATION # 8829 B C70 D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 3 0 /Ap r/ 0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND CE-050622 C

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING ENG'G. DEPT.

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Roof Live Load

udl acting on the longitudinal beam = 1.50*7/2 = 5.25 kN/m ( Beam along grid P & L )

udl = 3.6 kN/m

Roof Dead Load over Control Room :

We select HCS 380 from manufacturers catalouge based upon the superimposed load acting on slab.

Self weight of the hollow core slab ( Jointed ) = 4.55 kpa

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A B C _{SUPERIMPOSED LOAD}

Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m3) = 1.13 kpa Waterproofing memb/separ'n sheet = 0.005 kpa

BY: _{100 mm insulation} _{( 350 n/m}3₎ ₌ _0.035 _kpa

50 mm thk screed ( 2200 kg/m3 ) = 1.10 kpa Protection layer 2 mm @ 300g/sqm = 0.003 kpa

BY:- _Utility

DATE:- _{Air condition duct} ₌ _0.20 _kpa

Ceiling = 0.25 kpa

BY _{Air Veltration machine With Pads} ₌ _{3.50 kpa}

DATE:- _{Live load} = 1.50 kpa

BY:-

DATE:- BY:-

7 of

87

East Of Unayzah Saudi ArabiaJOB ORDER NO DWG CONT SHT

B C70 CE-050622

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING CERTIFIED

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED KSN 30.04.07 OPRG. DEPT ENG'G. DEPT. REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CHECKED BY AJ EC AJ EC AJ EC D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 C H K 'D D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL APPVD T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357

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S/W +Superimposed load without Live load = 4.55 + 7.723 -1.5 = 10.77 kpa udl acting on the longitudinal beam = 10.77*12/2 = 65 kN/m ( Beam along grid D & L )

Roof Live Load

udl acting on the longitudinal beam = 1.50*12/2 = 9 kN/m ( Beam along grid D & L )

udl = 3.6 kN/m

2 DL 300 thk insulation wall = 7.20 kPa

wall height = 2.5 m

udl = 18 kN/m

Roof Dead Load over Battery & telecom Room :

We select HCS 300 from manufacturers catalouge based upon the superimposed load acting on slab.

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A B C _{superimposed load =} _{7.72 kpa} _{span = 9 m} _{( See Attachment # 1 )}

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

BY: _{SUPERIMPOSED LOAD}

Avg. 200 mm thk Foam Concrete ( 35 pcf = 565 kg/m3) = 1.13 kpa Waterproofing memb/separ'n sheet = 0.005 kpa

BY:- _{100 mm insulation} _{( 350 n/m}3₎ ₌ _0.035 _kpa

DATE:- _{50 mm thk screed ( 2200 kg/m}3 ₎ ₌ _1.10 _kpa

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

BY _Utility

DATE:- _{Air condition duct} ₌ _0.20 _kpa

Ceiling = 0.25 kpa

BY:- _{Air Veltration machine With Pads} ₌ _{3.50 kpa}

DATE:- _{Live load} = 1.50 kpa

BY:-

8 of

87 CERTIFIED

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR

FOR ORDERING MATERIALS UNTIL

CERTIFIED AND

NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W C SHEET NO.

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S/W +Superimposed load without Live load = 3.55 + 7.723 -1.5 = 9.77 kpa udl acting on the longitudinal beam = 9.77*9/2 = 44 kN/m ( Beam along grid A & C )

udl acting on the longitudinal beam = 9.77*3/2 = 15 kN/m ( Beam Along grid C & D )

Roof Live Load

Live load intencity = 1.5 kPa

udl acting on the longitudinal beam = 1.5*9/2 = 6.75 kN/m ( Beam along grid A & C )

udl acting on the longitudinal beam = 1.50*3/2 = 2.25 kN/m ( 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

Roof Live Load

Live load intencity = 1.5 kPa

N O . A B C Parapet wall : Assume thickNess = 150 mm BY: _{Dead load of parapet wall} ₌ _3.6 _kPa

udl = 3.6 kN/m

BY:-

DATE:-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} in load case 9.

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

DATE:- BY:-

9 of

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T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 APPVD D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED ENG'G. DEPT.

B C70 CE-050622

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING Saudi Arabia

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B.1.2 Calculation of All Ground Floor Loads and Explanation of STAAD Input data. 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 = 7.586

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)

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

The loads are taken from this manufactures drawing.

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

BY: BY:- DATE:-BY DATE:- BY:- DATE:- BY:-

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CERTIFIED AND

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11 of

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CERTIFIED

NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC APPVD C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 SHEET NO.

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13.8 KV SWITCHGEAR ROOM DEAD LOAD One-way slabs : Long span, L = 33 m. Short span, S = 3.40 m. B = L / S = 9.706

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

Design contact area for all panel = 1.4 x 9.36 = 13.10 m2

Total weight = 11250 kg = 112.5 kn

Live load in Switchgear area = 112.50 ÷ = 8.59 kpa

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

Design live load in switchgear = 9.01 kpa Distributed load for Slabs Say = 9.5 kpa

BY: _{LIVE LOAD} _- _{13.8 KV SWITCHGEAR ROOM - C}

Switchgear Manufacturer: ABB

Reference dwg No: N103857-BMA See attachment # 5

BY:- _{No. of panels =} ₃₂

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

Design contact area for all panel = 1.4 x 8.21

BY ₌ _{11.49 m2}

DATE:- _{Total weight} ₌ ₁₀₀₀₀ _kg ₌ _{100.0 kn}

Live load in Switchgear area = 100.00 ÷

BY:- ₌ _{8.70 kpa}

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

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

BY:- _Say ₌ _9.5 _kpa

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CERTIFIED AND

NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W C 13.10 SHEET NO.

24 l

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B.2

WIND LOAD

(As per UBC 1997)

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

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

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

Windward coeff. = 0.8

Leeward coeff. = 0.5

Iw = Importance factor (Table-16K) =

Pw = Design windward pressure = Ce * Cq * qs * Iw = 1.546 kPa

= Design leeward pressure = Ce * Cq * qs * Iw = 0.97 kPa

WIND LOAD CALCULATION

(As per ASCE 7-95)

N

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A B C _{Calculation of wind load as per ASCE 7-95} qz = 0.613 Kz Kzt V

2

I N/m2

BY: K_z ₌ _{Velocity pressure coefficient as per table 6.3} ₌ ₁ (Exposure category C ; Max. ht = 13.8m)

Kzt = 1

BY:- _I ₌ _{Importance factor =} _{1.15 for category III from table 6.2}

DATE:- q_z ₌ _{Velocity pressure}

V = Basic wind speed = 162 kmph = 45 m/sec

BY _qz ₌ _{1542 N/m}2 ₌ _{1.5417 kpa}

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

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)}

Case -I : With GCpi = +0.8 BY:- _{Case -II : With GCpi = -0.3}

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T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 1.15 APPVD D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED ENG'G. DEPT.

B C70 CE-050622

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+0.4 -0.29 +0.4 -0.29

+ +

+0.8 +0.8 -0.3 -0.3

= = As per UBC

-0.4 -1.09 0.7 0.01 1.546 -0.83

Windward press = -0.62 kpa Windward press = 1.079 kpa W/ward press = 1.546 Leeward press = -1.68 kpa Leeward press = 0.015 kpa L/ward press = -0.83 Resultant pressure on frame = Resultant pressure on frame = Resultant press on fr =

1.06 kpa 1.064 kpa kpa

Hence calculation as per UBC is on conservative side.

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87 B

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DRAWING TITLE OPRG. DEPT ENG'G. DEPT. C70

DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING CERTIFIED D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC NEW 132/13.8 KV SUBSTATION # 8829 C H K 'D D E S C R IP TIO N T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W C

DRAWING NO. SHEET NO.

CE-050622 GCpi Case II GCpf Case I GCpf GCpi 2.38

(15)

Pw = Design windward pressure = Ce * Cq * qs * Iw = 1.546 kPa

= Design leeward pressure = Ce * Cq * qs * Iw = 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 = H x W, m2

Fx = Wind load on parapet = Pw x A = kN at (STAAD joint)

wx = Wind load on wall = Pw x W = kN/m at (STAAD memb)

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

About grid 1

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

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

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

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A B C

BY: _{Along grid-F} _{Wind ward} ₌ _{6.38 kN} _{W =} _{4.13 m}

Along grid-K Wind ward = 6.38 kN W = 4.13 m

BY:-DATE:- _{Along grid-L} _{Wind ward} ₌ _{2.90 kN} _{W =} _{1.88 m}

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

DATE:-Along grid-P Wind ward = 5.41 kN W = 3.500 m

BY:-

DATE:- BY:-

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T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 APPVD D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL C H K 'D D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 BY AJ EC AJ EC AJ EC CHECKED KSN 30.04.07 OPRG. DEPT REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CERTIFIED ENG'G. DEPT.

B C70 CE-050622

(16)

About grid 15

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

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

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

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-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

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

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

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A B C

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

BY:

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

BY:-

DATE:-Along grid-P Wind ward = 5.41 kN/m W = 3.500 m

BY

DATE:- _{About grid 15}

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

BY:-

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

BY:-

16 of 87 C T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W CE-050622 C70 SHEET NO. DRAWING NO. DRAWING TITLE NEW 132/13.8 KV SUBSTATION # 8829 B DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING CERTIFIED

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND KSN 30.04.07 OPRG. DEPT ENG'G. DEPT. REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CHECKED BY AJ EC AJ EC AJ EC D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 C H K 'D D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL

(17)

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

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

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

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A B C _{Along grid-L} _Leeward ₌ _{6.28 kN/m} _{W =} _{6.500 m}

BY: _{Along grid-P} _Leeward ₌ _{3.38 kN/m} _{W =} _{3.500 m}

BY:- DATE:-BY DATE:- BY:- DATE:- BY:-

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B C70 CE-050622

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED KSN 30.04.07 OPRG. DEPT ENG'G. DEPT. REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CHECKED BY AJ EC AJ EC AJ EC D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 APPVD C H K 'D

(18)

B.2.2 -X-direction (wind from right when you view plan) : (Load Case - 7) -X-direction is towards left along grids A, B, C, etc.

Calculation of joint loads due to parapet wall. Concentrate load at top of column where roof is exist About grid 19

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-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

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

Along grid-F Leeward = 3.99 kN W = 4.13 m

Along grid-K Leeward = 3.99 kN W = 4.13 m

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A B C _{Along grid-L} _Leeward ₌ _{5.19 kN} _{W =} _{5.38 m}

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

BY: _{Calculation of member load due to wall.}

About grid 19

BY:-DATE:- _{Along grid-A} _{Wind ward} ₌ _{6.96 kN/m} _{W =} _{4.500 m}

BY

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

BY:-DATE:- _{Along grid-D} _{Wind ward} ₌ _{5.68 kN/m} _{W =} _{3.675 m}

BY:-

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CERTIFIED AND

(19)

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

Along grid-L Wind ward = 10.05 kN/m W = 6.500 m

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

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

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

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

About grid 1

BY: _{Along grid-A} _Leeward ₌ _{1.45 kN/m} _{W =} _{1.500 m}

BY:- _{Along grid-B} _Leeward ₌ _{5.80 kN/m} _{W =} _{6.000 m}

DATE:-BY _{Along grid-D} _Leeward ₌ _{4.71 kN/m} _{W =} _{4.875 m}

DATE:-BY:- _{Along grid-F} _Leeward ₌ _{3.99 kN/m} _{W =} _{4.125 m}

DATE:- BY:-

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

Along grid-L Leeward = 5.19 kN/m W = 5.375 m

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

B.2.3 +Z-direction (wind from top when you view plan) : (Load Case - 6) +Z-direction is towards bottom along grids 1, 2, 3, etc.

Calculation of joint loads due to parapet wall. (Refer STAAD File : 8829.std) About grid A

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

About grid D

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

BY: _{Along grid-14} _{Wind ward} ₌ _{5.49 kN} _{W =} _{3.550 m}

About grid P

BY:- _{Along grid-1} _Leeward ₌ _{2.78 kN} _{W =} _{2.875 m}

DATE:- _{Along grid-3} _Leeward ₌ _{5.80 kN} _{W =} _{6.000 m}

Along grid-5 Leeward = 5.80 kN W = 6.000 m

BY _{Along grid-7} _Leeward ₌ _{5.80 kN} _{W =} _{6.000 m}

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Calculation of member load due to wall. About grid A

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

About grid D

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A B C

BY:

BY:- DATE:-BY DATE:- BY:- DATE:- BY:-

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About grid P

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

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A B C _{Along grid-19} _Leeward ₌ _{2.43 kN/m} _{W =} _{2.500 m}

BY: _{B.2.4 -Z-direction (wind from bottom when you view plan) : (Load Case - 8)} -Z-direction is towards top along grids 1, 2, 3, etc.

About grid P

BY:- _{Along grid-1} _{Wind ward} ₌ _{4.44 kN} _{W =} _{2.875 m}

DATE:- _{Along grid-3} _{Wind ward} ₌ _{9.28 kN} _{W =} _{6.000 m}

BY _{Along grid-7} _{Wind ward} ₌ _{9.28 kN} _{W =} _{6.000 m}

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About grid L

About grid A

Calculation of member load due to wall.

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A B C

About grid P, L & D

BY:

BY:-

DATE:-Along grid-5 Wind ward = 9.28 kN/m W = 6.000 m

BY

BY:-

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About grid A

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B.3 SEISMIC LOAD

Calculation of Total Loads.

DL at Transformer Roof level: (EL 13.80)

Roof area = 432 m2

36 x 12.00 = 432 m2 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 Self wt of col.(600x400 and av 1.85m ht ; 8 nos.) = 85 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 Wt. of 200 thk. wall ( 1.85 m ht., 48 m length ) = 319.7 kN Roof beams longitudinal (120m length ; Avg. 400x600) = 691.2 kN W1 = Transformer Roof DL = 2417 kN

DL at GIS Roof level : (EL 10.10)

Roof area = 432 m2

36 x 12.00 = 432 m2 Dead load intensity roof level = 6.27 kN/m2

Roof load = 432 x 6.27 = 2710 kN

Self wt of col.(400x500 and av 1.525m ht ; 4 nos.) = 29 kN Self wt of col.(600x400 and av 1.525m ht ; 7 nos.) = 61 kN Self wt of col.(600x400 and av 3.325m ht ; 7 nos.) = 134 kN Wt. of parapet wall ( avarage 1 m ht., 60 m length ) = 216 kN Wt. of 300 thk. wall ( 1.525 m ht., 60 m length ) = 658.8 kN Wt. of 300 thk. wall ( 3.325 m ht., 36 m length ) = 479.5 kN

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

W2 = GIS Roof DL = 4842 kN

BY: _{DL at 13.8kv Switchgear Roof & Aux. Trans. Roof level : (EL 4.5)}

Swithchgear Roof area = 301 m2

43 x 7.00 = 301 m2 BY:- _{Dead load intensity roof level =} _8.82 _kN/m2

DATE:- _{Roof load =} ₃₀₁ _x _8.82 ₌ _{2656 kN}

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} 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} 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 kN}

INDEX PLANT REV NO.

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B C70 CE-050622

THIS DRAWING IS NOT TO BE USED FOR CONSTRUCTION OR FOR ORDERING MATERIALS UNTIL CERTIFIED AND DATED KSN 30.04.07 OPRG. DEPT ENG'G. DEPT. REVISIONS DRAWN D.Banerjee DATE: 30.04.07 CHECKED BY AJ EC AJ EC AJ EC D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 APPVD C H K 'D

(26)

DL at Control Room , Battery Room & telecom room Roof level : (EL 4.5) Roof area ( 12 x 12 + 12 x 12 ) = 288 m2 Dead load intensity roof level = 10.77 kN/m2

Roof load = 288 x 10.77 = 3103 kN

Self wt of col.(400x500 and av 2.25m ht ; 10 nos.) = 108 kN Self wt of col.(600x400 and av 3.75m ht ; 5 nos.) = 86 kN Self wt of col.(600x300 and av 3.75m ht ; 2 nos.) = 43 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 Wt. of 200 thk. wall ( 3.75 m ht., 12 m length ) = 216 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)

Wt. of 300 thk. wall ( 3.75 m ht., 48 m length ) = 1296 kN Wt. of 200 thk. wall ( 3.75 m ht., 72 m length ) = 1296 kN Self wt of col.(600x400 and av 3.75m ht ; 27 nos.) = 583 kN Tie Beam ( 300x500 size & 84m length) = 302.4 kN

W5 = Total DL = 3478 kN

DL at tie beam level: (EL 7.5)

Wt. of 300 thk. wall ( 3.00 m ht., 48 m length ) = 1037 kN Wt. of 200 thk. wall ( 3.00 m ht., 72 m length ) = 1037 kN

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

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

W6 = Total DL = 2843 kN

BY:

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

BY:- _{Area = (12x36 + 7x36)} ₌ _{684 m}2

DATE:- _{Floor load =} ₆₈₄ _x _5.30 ₌ _{3625 kN}

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} 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}

Basement top DL = 7548 kN

BY:-

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NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE C SHEET NO.

(27)

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

Live Load = 4000 kN

dead load increase = 400 kN

DL at basement top level (GIS & Switchgear area) = W7= 7948 kN DL at Grade Beam level (EL 0.00)

Transverse beams (45m length ; 300x1250) = 405 kN Transverse beams (65m length ; 300x600) = 280.8 kN

Self wt of col. = 400 kN

Wt. of 300 thk. wall ( 2.25 m ht., 48 m length ) = 777.6 kN Wt. of 200 thk. wall ( 2.25 m ht., 72 m length ) = 777.6 kN Grade Beam level DL = W8 = 2641 kN

W1 = Transformer Roof DL = 2417 kN W2 = GIS Roof DL = 4842 kN N O . A B C _W3 ₌ _{Swgr. Roof DL} ₌ _{5750 kN} W4 = Control Roof DL = 5392 kN

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

BY: _W6 ₌ _{DL at tie beam level:} _{(EL 7.5)} ₌ _{2843 kN}

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

W8 = Grade Beam level DL = 2641 kN

BY:- _{Total W} ₌ _kN DATE:-BY DATE:- BY:- DATE:- BY:-

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DESIGN CALC. OF CONTROL & SWITCHGEAR BUILDING Saudi Arabia CERTIFIED

NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC APPVD C H K 'D

Central Region Branch

_{ىطسولا ةقطنملا عرف}

T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 35310 SHEET NO.

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Calculation of base shear (using UBC 1997 and static load procedure) Base is Cable Cellar slab level. Z = seismic zone coefficient , Zone 1(Table 16I) = 0.075

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

Cv = seismic coefficient (Table 16R) = 0.18

Ca = seismic coefficient (Table 16Q) = 0.12

R = numerical coefficient (Table 16-N) = 3.50 (OMRF) I = importance factor (Table 16K) = 1.00

Ct = numerical coeff. = 0.03

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

= 42.64 ft ave. T = fundamental period of vibration of structure = 0.501 sec

= Ct * (hn)^0.75

V = base shear = Cv * I / (R * T) * W = 0.103 x W

Vmax. = 2.5*Ca* I/ R * W = 0.086 x W use this

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

Vertical distribution of base shear

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

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

N

O

.

A B C ∑W x h

Level above base Dead load Ht above base W x h F=Fx=Fz

BY: _(W) _kN _(h) _m

Transformer Roof 2417 17.35 ave. 41938 451 kN

GIS Roof 4842 13.65 ave. 66094 711 kN

BY:- _{Swgr. Roof} ₅₇₅₀ _7.60 _ave. ₄₃₇₀₀ _{470 kN}

DATE:- _{Control Roof} ₅₃₉₂ _7.60 _ave. ₄₀₉₈₁ _{441 kN}

Tie beam EL4.5 3478 7.6 ave. 26430 285 kN

BY _{Tie beam EL7.5} ₂₈₄₃ _10.6 _ave. ₃₀₁₃₁ _{324 kN}

DATE:- _{Basement top} ₇₉₄₈ _3.1 _ave. ₂₄₆₃₇ _{265 kN}

Grade beam level 2641 3.1 ave. 8187 88 kN

BY:- ∑ _Wxh ₌

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

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87 SHEET NO. NEW 132/13.8 KV SUBSTATION # 8829

B C70 CE-050622

CERTIFIED AND

OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W C 282098

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

(Refer STAAD File : 8829.std) b = column size along z-axis F = 451 kN d = column size along x-axis

H = column height

Rx = rigidity = 1 use relative rigidities

H^3 / (12* Iz) + 3 * H / A ie mult. values

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

A = area = b x d

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

Fx = F * (Rx / Total Rx) = seismic force in each column

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

Grid b d H Iz A Rx Fx 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 5 0.60 0.30 3.70 0.001 0.18 0.31 17.2 kN 9 0.60 0.30 3.70 0.001 0.18 0.31 17.2 kN 15 0.60 0.30 3.70 0.001 0.18 0.31 17.2 kN Frame in Grid D: 1 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN N O . A B C ₃ _0.60 _0.40 _{3.70 0.003} _0.24 _0.73 _{40.1 kN} 5 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN 7 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN BY: ₉ _0.60 _0.40 _{3.70 0.003} _0.24 _0.73 _{40.1 kN} 11 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN 14 0.60 0.40 3.70 0.003 0.24 0.73 40.1 kN BY:- ₁₅ _0.50 _0.40 _{3.70 0.003} _0.20 _0.61 _{33.4 kN} DATE:-Total RX = BY _{Total Fx =} ₄₅₁ DATE:- BY:- DATE:- BY:-

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CERTIFIED

NEW 132/13.8 KV SUBSTATION # 8829 B C70 CE-050622 OPRG. DEPT ENG'G. DEPT. D.Banerjee DATE: 30.04.07 CHECKED KSN 30.04.07 D A TE 8 /M a y /0 7 1 6 /J u n /0 7 1 2 /Au g /0 7 REVISIONS DRAWN D E S C R IP TIO N ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R BASE D ESI G N SU BM IT T AL ISSUED F O R D ET AI L D ESI G N SU BM IT T AL BY AJ EC AJ EC AJ EC APPVD C H K 'D T HIS DR A W ING A ND T HE I NF O RM A T IO N CONT A INE D HE RE IN A RE T HE S O L E P ROP E RT Y O F S A UD I E L E CT RICIT Y CO . NO RE P RODU CT IO N I N F UL L O R I N P A RT S HA L L B E O B T A INE D F ROM T HIS DO CU M E NT WIT HOUT T HE WR IT T E N CONS E NT O F I T S O W NE R. C 31060103001 CE - 050357 8.2 SHEET NO.