Project
33/11kV Package Unit Substation in Sir Baniyas ADDC
Client Main RANYA CONTRACTING ESTABLISHMENT DERBY DESIGN Contractor Reference 33/11 KV Package Unit Substation Abu Dhabi
Date
26-Apr Ref. No.
Made By
SKS
Checked By
PSK
Rev. No.
0
Approved By
SAK
Drg. Ref.
INDEX DESCRIPTION
PAGE NO.
1.0 INTR ODUCTION
1 - 2
2.0 WI WIND LOAD CALCULATION
3 - 8
3.0 33/11 /11kV SWITCHGEAR SWITCHGEAR 3.1
LOAD CALCULATION
10 - 12
3.2
ST S TAAD ANALY SIS
13 - 22
3.3
BE AR ING P R E S SUR E CHE CK
23 - 25
3.4
S E TTLE ME NT CHE CK
26 - 27
3.5
BAS E SLAB DE SIGN
28 - 37
3.6
DE SIGN OF OUTE R R C WALL
38 - 47
3.7
DE SIGN OF INNE R R C WALL
48 - 57
4.0 PACKAGE UNIT UNIT FOUNDATI FOUNDATIONON- POWER TRANSFORMER TRANSFORMER 4.1
LOAD CALCULATION
59 - 61
4.2
S TAAD ANALY SIS (P OWE R TR ANS FOR ME R )
62 - 71
4.3
BE AR ING P R E S SUR E CHE CK
72 - 74
4.4
S E TTLE ME NT CHE CK
75 - 76
4.5
BAS E SLAB DE SIGN
77 - 86
4.6
RC R C WALL DE S IGN
87 - 96
5.0 AUX. AUX. TRANS TRANSFOR FORMER MER 5.1
LOAD CALCULATION
98 - 99
6.0 GR ATING DE SIGN
100 - 103
7.0 DE S IGN OF SUP P OR TING S TE E L BE AM
104 - 109
8.0 AN ANCHOR BOLT DE SIGN
110 - 115
9.0 INPUT INPUT DRAW DRAWIN INGS GS
116 - 120
10.0 SOIL SOIL REPORT
121 - 122
11.0 STRUCTURAL STRUCTURAL DRAWING DRAWINGS S
123 - 127
Page 1
Page 1
INTRODUCTION
Page 2 Project
33/11kV Package Unit Substation in Sir Baniyas
Date
25-Apr Ref. No.
Page 1
INTRODUCTION
Page 2 Project
33/11kV Package Unit Substation in Sir Baniyas
Date
25-Apr Ref. No.
Page 2 Project Client
33/11kV Package Unit Substation in Sir Baniyas ADDC
Main RANYA CONTRACTING ESTABLISHMENT DERBY DESIGN Contractor 33/11 KV Package Unit Substation Structure Abu Dhabi
Date
25-Apr Ref. No.
Made By
SKS
Checked By
PSK
Rev. No.
0
Approved By
SAK
Drg. Ref.
INTRODUCTION
This This Doc Docum ument ent cov covers ers th the st struct ructur ural al anal analy ysis and and design esign calc calcul ulat atio ions ns for for 33/1 33/11k 1kV V Packa Package ge unit nit, 15/20 Mva Power T Transform ransformer er and 100 kva kva Auxiliary Transformer. The T he foundations foundations has been designed for all possible loadings including earth pressure, surcharge pressure, wind loads and their combinations.
2
Net Allowable Bearing Capacity =90 KN / m
Modulus of S ubgrade ubgrade Reaction Reaction =(90/0.025) x 3 =10,800 KN / m3
Page 3
Page 3
WIND LOAD CALCULATION
33/ 11kV PACKAGE UNI T I N POWER TRANSFORMER
SI R BANI YAS
Page: Made by: Dat e: Ref No:
1 SKS 21. 04.
Page 4
2011
33/ 11kV PACKAGE UNI T I N POWER TRANSFORMER
Page: Made by: Dat e: Ref No:
SI R BANI YAS
Of f i ce:
1 SKS 21. 04.
Page 4
2011
1328
WI ND LOADS: i n acc or dance wi t h BS6399 : Par t 2: 1995 Locat i on:
Wi nd l oads t o BS6399:
Par t 2 :
1995
Dynami c Augment at i on Fact or . Chosen si t e i s t he count r y or t er r ai n not def i ned as sea or t own Bui l di ng Hei ght H=3. 8 m Ef f ect i ve Hei ght He=3. 8 m Bui l di ng t ype f act or Chosen bui l di ng t ype i s a por t al f ew i nt er nal wal l s
Kb=2 shed or si mi l ar l i ght st r uct ur e wi t h
Di mensi onl ess const ant Logar i t hm of hei ght f act or
ho=0. 1 m l h=LOG( H/ ho) / LOG( 10) =LOG( 3. 8/ 0. 1) / LOG( 10) =1. 58 Dynam i c Augment at i on Fact or Cr =( Kb* ( H/ ho) ^0. 75) / 800/ l h =( 2*( 3. 8/ 0. 1) ^0. 75) / 800/ 1. 58 =0. 02422 Si nce Dynam i c Augment at i on Fact or Cr i s l ess t han or equal t o 0. 25 t hen t hi s st r uct ur e i s not dynami c. St andar d wi nd l oads. Basi c wi nd speed Vb=25 m/ sec St r uct ur e i s not l ocat ed at t he cr est of a hi l l or escar pment and t he t opogr aphy i s not si gni f i cant . Si t e al t i t ude above mean sea l evel del t aS=10 m Al t i t ude f act or Sa=1+0. 001*del t aS =1+0. 001*10 =1. 01 Di r ect i on f act or Sd=1 The bui l di ng i s per manent or exposed t o t he wi nd f or a cont i nuous per i od of mor e t han 6 m ont hs. Seasonal f act or Ss=1. 0 The basi c wi nd speed has an annual r i sk of bei ng exceeded of Q=0. 02 Pr obabi l i t y f act or Sp=1 Si nce si t e i s i n t he count r y wi t h t he cl osest di st ance t o t he sea bei ng 10 Km, t hen Fr om Tabl e 4 Ter r ai n & bui l di ng f act or Sb=1. 482 Si t e wi nd speed @ hei ght He
33/ 11kV PACKAGE UNI T I N I CAD I I I POWER TRANSFORMER
Vs=Vb*Sa* Sd* Ss* Sp =25* 1. 01* 1*1*1 =25. 25 m/ sec
Page: Made by: Dat e: Ref No:
2 Page 5 SKS 28. 02. 11
33/ 11kV PACKAGE UNI T I N I CAD I I I POWER TRANSFORMER
Ef f ect i ve wi nd speed Dynami c pr ess ur e at hei ght He
DESI GN SUMMARY
Page: Made by: Dat e: Ref No:
2 Page 5 SKS 28. 02. 11
Of f i ce: 1328 Ve=Vs* Sb=25. 25* 1. 482=37. 42 m/ sec qs=0. 613*Ve^2/ 1000 =0. 613*37. 42^2/ 1000 =0. 8584 kN/ m2 Ef f ec t i ve hei ght Al t i t ude f act or Sa Di r ect i on f act or Sd Seasonal f act or Ss Pr obabi l i t y f ac t or Sp Dynami c wi nd pr ess ur e
3. 8 m 1. 01 1 1 1 qs 0. 8584 kN/ m2 No702
Page 6
Page 6
33/11kV PACKAGE UNIT SUBSTATION IN SIR BANIYAS
Date
Client
ADDC
Made
Main contractor
RANYA CONTRACTING E STABLISHMENT
Structure
33/11kV SWITCHGEAR
25-Apr-11 Page
Project
DERBY DESIGN
SKS
Checked
PSK
Rev. No.
0
App rov ed
SAK
Rev.Date
-
Wind Load
Design wind pressure (Conservatively) Width of building in x-direction Width of building in z-direction Height of the building 1). Wind along X-direction Width of the building along z-direction
Height of the building Fig 12 BS-6399-2
From Table 5 BS-6399-2 Cpe - windward Conservatively consider Cpe - leeward
= = = =
1.25 kN/m2 8.45 m
= =
10.5 m 3.8 m
D = H = D/H =
8.45 m 3.8 m 2.22
10.5 m 3.8 m
= = =
0.6 0.85 -0.5
(pressure) (pressure) (suction)
From Table 16 BS -6399-2 Cpi
= +0.2 or -0.3
(i). Wind Load acting along +X direction: +X
Wind
+Z
Wind
0.2 0.85
0.3
0.3
0.5
Case -1 with -0.3 (suction)
0.2
0.85
Case -2 with +0.2 (pressure) Case-1
Wind-ward side Net pressure Therefore max wind pressure coefficient on wind-ward side Max wind pressure on wind-ward side
Lee-ward side Net pressure
Therefore max wind pressure coefficient on Lee-ward side Max wind pressure on lee-ward side
0.5
= 0.85 + 0.3 = 1.15 = 1.15
Case-2
Net pressure
= 0.85-0.2 = 0.65
Net pressure
= 0.2 + 0.5 = 0.70
= 1.15 x 1.25 = 1.438 kN/m 2
= 0.5 - 0.3 = 0.20 = 0.70 = 0.7 x 1.25 = 0.88 kN/m 2
Page 7
Page 7
33/11kV PACKAGE UNIT SUBSTATION IN SIR BANIYAS
Date
Client
ADDC
Made
Main contractor
RANYA CONTRACTING E STABLISHMENT
Structure
33/11kV SWITCHGEAR
25-Apr-11 Page
Project
DERBY DESIGN
SKS
Checked
PSK
Rev. No.
0
App rov ed
SAK
Rev.Date
-
(ii). Wind Load acting along -X direction: +X
+Z Wind
Wind
0.2
0.5
0.3
0.3
0.85
Case -1 with -0.3 (suction)
0.5
0.2
Case -2 with +0.2 (pressure)
Case-1
Wind-ward side Net pressure Therefore max wind pressure coefficient Max wind pressure on wind-ward side Lee-ward side Net pressure Therefore max wind pressure coefficient Max wind pressure
0.85
Case-2
= 0.85+0.3 = 1.15 = 1.15 = 1.15 x 1.25 1.438 kN/m 2 =
Net pressure
= 0.85-0.2 = 0.650
= 0.5-0.3 = 0.20 = 0.70 = 0.7 x 1.25 0.88 kN/m 2 =
Net pressure
= 0.5+0.2 = 0.70
2). Wind along Z-direction
Width of the building along x-direction Height of the building
Fig 12 BS-6399-2
= =
8.45 m 3.8 m
D = H = D/H =
10.5 m 3.8 m 2.76
From Table 5 BS-6399-2 Cpe - windward Cpe - leeward
= =
From Table 16 BS -6399-2 Cpi
= +0.2 or -0.3
0.85 -0.5
(pressure) (suction)
(ii). Wind Load acting along +Z direction: +X
+Z 0.5
0.5
0.3
0.2
0.3
0.2
0.85
0.85
Case -1 with -0.3 (suction)
Case -2 with +0.2 (pressure)
Page 8
Page 8
33/11kV PACKAGE UNIT SUBSTATION IN SIR BANIYAS
Date
Client
ADDC
Made
Main contractor
RANYA CONTRACTING E STABLISHMENT
Structure
33/11kV SWITCHGEAR
25-Apr-11 Page
Project
DERBY DESIGN
SKS
Checked
PSK
Rev. No.
0
App rov ed
SAK
Rev.Date
-
Wind-ward side Case-1
Net pressure
= 0.85+0.3
(Factors considerded on conservative side)
=1.15
Therefore max wind pressure coefficient Max wind pressure
= 0.85-0.2 = 0.65
= 1.15 = 1.15 x 1.25 1.438 kN/m2 =
Lee-ward side Net pressure
= 0.5-0.3
(Factors considerded on conservative side)
=0.20
Therefore max wind pressure coefficient Max wind pressure
Case-2
Net pressure
Net pressure
= 0.2+0.5 = 0.70
= 0.70 = 0.7 x 1.25 0.875 kN/m2 =
(ii). Wind Load acting along -Z direction: +X
+Z
0.85
0.85
0.3
0.2
0.3
0.2
0.5
0.5
Case -1 with -0.3 (suction)
Case -2 with +0.2 (pressure)
Wind-ward side Net pressure
Case-1 = 0.85+0.3
(Factors considerded on conservative side)
=1.15
Therefore max wind pressure coefficient Max wind pressure
Case-2 = 0.85-0.2
= 0.65
= 1.15 = 1.15 x 1.25 1.438 kN/m2 =
Lee-ward side Net pressure
= 0.5-0.3
(Factors considerded on conservative side)
=0.20
Therefore max wind pressure coefficient Max wind pressure
Net pressure
Net pressure
= 0.2+0.5 = 0.70
= 0.70 = 0.7 x 1.25 0.875 kN/m2 =
Page 9
Page 9
33/11kV SWITCHGEAR
Page 10
Page 10
LOAD CALCULATION
Project:
33/11kV PACKAGE UNIT SUBSTATION IN SIR BANIYAS
Date
Client:
ADDC
Design
25-Apr SKS
Page 11
Page Checked
PSK
DERBY DESIGN
25-Apr
Page 11
Project:
33/11kV PACKAGE UNIT SUBSTATION IN SIR BANIYAS
Date
Page
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA C ONTRACTING E STABLISHMENT
Rev No.
0
Approved
SAK
Structure:
33/11KV SWITCHGEAR
Rev Date
LOAD CALCULATION
a) DEAD LOAD Dead Loads are considerd by the program itself. b) LIVE LOAD Load of equipment (160+140+90kN =390 KN, Say =400 KN) is applied on top of wall as a UDL (See Attached Input) 400 / 148 Nodes
=
2.703 kN Each node
=
0.5 x 18 x 2.1
=
=
0.5 x 33.33
= 16.67 kN/m
=
2.5 x Ca x I x W / R
= =
2.5 x 0.12x1 x W /5.5 0.0545 W
=
400 x 0.0545 / 148
=
0.147 kN Each node
Load on windward direction
= =
1.438 x 8.45 x 3.8 46.17 kN
Load on leeward direction
=
0.88 x 8.45 x 3.8
Moment
= =
28.26 kN (46.17 +28.26) x 3.8/2
Vertical push/pull due to the moment
= =
141.42 kNm 141.42 / 10.50
=
13.47 kN
=
13.47 / 24
=
0.56 kN
Horizontal load per node on windward direction
= =
46.17 / 24 1.92 kN
Horizontal load per node om leeward direction
= =
28.26 / 24 1.18 kN
c) EARTH PRESSURE Earth Pressure due to Soil
18.9
2
kN/m
d) SURCHARGE PRESSURE Surcharge pressure from SLW60 loading
2
e) SEISMIC LOA D Seismic Loads to UBC 1997 Maximum base Shear, Vmax
f) WIND LOAD Wind load on X-direction
Vertical load per node
Page 12
Wind load on Z-direction
Load on windward direction
=
1.438 x 10.50 x 3.8
Page 12
Wind load on Z-direction
Load on windward direction
=
1.438 x 10.50 x 3.8
Load on leeward direction
= =
57.38 kN 0.88 x 10.50 x 3.8
=
35.11 kN
Moment
= =
(57.38 +35.11) x 3.8/2 175.73 kNm
Vertical push/pull due to the moment
=
175.73 / 8.45
=
20.79 kN
Vertical load per node
= =
20.79 / 30 0.69 kN
Horizontal load per node
=
57.38 / 30
on windward direction
=
1.91 kN
Horizontal load per node
=
35.11 / 30
on leeward direction
=
1.17 kN
Base Shear due to wind is more than seismic. Hence, Wind load is governing and considered in analysis.
Check for Overturning i n X direction
Overturning Moment
= =
(46.17+28.26) x (3.8/2+2.4) 320.05 kNm
Selfweight of the structure (Base slab+walls)
=
(8.75x10.8x0.35x25)+(2x10.5x0.25x2.25x25)+ (4x8.45x0.25x2.25x25)
=
1597.5 kN
=
1597.5 x 10.50 / 2
=
8387 kNm
=
8387 / 320.05
=
26.2 > Hence Safe
=
(57.38+35.11) x (3.8/2+2.4)
=
397.71 kNm
Selfweight of the building
=
1597.5 kN
Resisting Moment
=
1597.5 x 8.45 / 2
=
6750 kNm
=
6750 / 397.71
=
16.97
Resisting Moment
Factor of safety
1.5
Check for Overturning i n Z direction
Overturning Moment
Factor of safety
>
1.5
Hence Safe
Page 13
Page 13
STAAD ANA LYSIS
Page 14 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 14
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
Y X Z
33/11kV PACKAGE UNIT SUBSTATION
Print Time/Date: 25/04/2011 11:59
STAAD.Pro for Windows Release 2005
Print Run 1 of 4
Page 15
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
2
0
Ref By
SKS
File
33kv.std
Date
Chd
19 J an-11 Date/Time
PSK
21-Apr-2011 16:14
Y X Z
Load 2
LIVE LOAD
Print Time/Date: 25/04/2011 11:59
STAAD.Pro for Windows Release 2005
Print Run 2 of 4
Page 16
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
3
0
Ref By
SKS
File
33kv.std
Date
Chd
19 J an-11 Date/Time
PSK
21-Apr-2011 16:14
Y X Z
Load 3
EARTH PRESSURE
Y X Z
Load 4
SURCHARGE PRESSURE
Print Time/Date: 25/04/2011 11:59
STAAD.Pro for Windows Release 2005
Print Run 3 of 4
Page 17
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
4
0
Ref By
SKS
File
33kv.std
Date
Chd
19 J an-11 Date/Time
PSK
21-Apr-2011 16:14
Y X Z
Load 5
WIND LOAD IN X- DIRECTION
Y X Z
Load 7
WIND LOAD IN Z- DIRECTION
Print Time/Date: 25/04/2011 11:59
STAAD.Pro for Windows Release 2005
Print Run 4 of 4
M P
3 1
0 0 : 2 1
f o
Page 20
, 1 1 0 2
6 e g a P
, 5 2 l i r p A , y a d n o M
6 . O N E G A P -
E C A P S D A A T S
1
. O N E S A C R O F Y R A M M U S M U I R B I L I U Q E / N O I T C A E R / D A O L C I T A T L S D
2 8 8 . 5 2 9 8 -
) 1 G N I D A O L ( Y R A M M U S ) 0 0 0 0 0 0 E . . . T 0 3 0 E 9 M 6 1 N K ( = = = D X Y Z A - - O E E E L C C C R R R D O O O E F F F I L N N N P O O O P I I I A T T T A A A L M M M A M M M T U U U O S S S T * * *
= Z M N 0 I 0 G . I 0 R O E H T D N U O R = A Y M S T N 1 E 0 M . O 0 M 5 1 F 7 O N O I T A M M = U X S M
) 1
G N I D A O L ( Y R A M M U S ) 0 0 0 0 0 0 E . . . T 0 3 0 E 9 M 6 1 N K ( = = = D A X Y Z O - - L E E E C C C N R R R O O O O I F F F T C N N N A O O O E I I I R T T T A A A L M M M A M M M T U U U O S S S T * * *
8 8 . 5 2 9 8
= Z M N 0 I 0 G . I 0 R O E H T D N U O R = A Y M S T N 1 E 0 M . O 0 M 5 1 F 7 O N O I T A M M = U X S M
) 1
G N I D A O L ( ) S N A I D A R / E D M O 6 5 1 4 2 7 C N 6 1 3 4 5 7 5 3 3 5 2 T 1 2 1 1 ( A S T N 2 1 3 4 5 4 E S 0 0 0 0 0 0 M M - - - - - E U E E E E E E C M 2 9 2 5 5 7 A I 2 5 8 7 2 2 L X 3 5 5 3 6 6 P A 9 9 2 4 5 4 S M 1 7 6 0 7 5 I . . . . . . D 2 1 4 1 7 1 - M U = = = = = = M X Y Z I X Y Z R R R X A M
. O N E S A C R O F Y R A M M U S M U I R B I L I U Q E / N O I T C A E R / D A O L C I T A T L S L
) 2 G N I D A O L ( Y R A M M U S ) 0 4 0 0 0 0 E . . . T 0 0 0 E 0 M 4 N K ( = = = D X Y Z A - - O E E E L C C C R R R D O O O E F F F I L N N N P O O O P I I I A T T T A A A L M M M A M M M T U U U O S S S T * * *
3 8 . 5 3 1 2 -
= Z M N 0 I 0 G . I 0 R O E H T D N U O R = A Y M S T N 0 E 5 M . O 9 M 8 6 F 1 O N O I T A M M = U X S M
) 2
G N I D A O L ( Y R A M M U S ) 0 4 0 0 0 0 E . . . T 0 0 0 E 0 M 4 N K ( = = = D A X Y Z O - - L E E E C C C N R R R O O O O I F F F T C N N N A O O O E I I I R T T T A A A L M M M A M M M T U U U O S S S T * * *
3 8 . 5 3 1 2
= Z M N 0 I 0 G . I 0 R O E H T D N U O R = A Y M S T N 0 E 5 M . O 9 M 8 6 F 1 O N O I T A M M = U X S M
l n a . v k 3 3 \ D A A T S \ R A E G H C T I W S V k 1 1 3 3 \ S A Y I N A B R I S U P \ A R I H A S \ : D
M P
3 1
0 0 : 2 1
f o 5 e g a P
, 1 1 0 2 , 5 2 l i r p A , y a d n o M
5 . O N E G A P -
E C A P S D A A T S
2 3 8
0 2 3 0 1 =
/ 5 7 6 1
S C I T S I T A T S M E L B O R P -
M O D E S E D R R F F O / O W 0 D F 2 O O B 7 6 L M 1 4 S I 5 E K 1 E . = R 8 G E 5 S E L 1 T / D B 0 R 0 U 1 O 9 L O P A D P T / U O 5 2 S T 3 . / / 6 2 S 8 , 5 8 T 1 8 N 7 E 1 M E L = = = = E H + T S X R D E I E E I S R C B W A T A M - C A P E D M S M N D / A A S K S B O S S T L E I N L N D I A Y F O N R F . J I A I L F M T I F / I S A O L R V A P F A R N O / E I L D B G A E R M I T Z Q U R O I E N O T S R
l n a . v k 3 3 \ D A A T S \ R A E G H C T I W S V k 1 1 3 3 \ S A Y I N A B R I S U P \ A R I H A S \ : D
Page 23
BEARING PRESSURE CHECK
Page 24
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 24
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
Rev
1
0
Ref
33/11kV Package Unit Substation in Sir Baniyas
ADDC
By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
Base Pressu re Summary Node
L/C
FX
FY 2
(kN/m )
FZ 2
(kN/m )
(kN/m2)
Max FX
1
10:1.0DL+1.0L
0.000
23.213
0.000
Min FX
1
10:1.0DL+1.0L
0.000
23.213
0.000
Max FY
2315
16:1.0DL+1.0L
0.000
26.414
0.000
Min FY
2261
17:1.0DL+1.0L
0.000
18.334
0.000
Max FZ
1
10:1.0DL+1.0L
0.000
23.213
0.000
Min FZ
1
10:1.0DL+1.0L
0.000
23.213
0.000
Allowable net SBC of soil = 90 kN/m² Maximum bearing pressure from staad = 26.414 kN/m² As 26.414 kN/m² < 90 kN/m² Hence Safe
Print Time/Date: 25/04/2011 12:02
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 25
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
Base Pressure Y kN/m2 <=18.9 19.4 19.8 20.3 20.8 21.2 21.7 22.2 22.6 23.1 23.6 24.1 24.5 25 25.5 25.9 >=26.4
Y
X
Load 16
Z
BASE PRESSURE
Print Time/Date: 25/04/2011 12:04
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 26
SETTLEMENT CHECK
Page 27
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 27
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
Rev
1
0
Ref
33/11kV Package Unit Substation in Sir Baniyas
ADDC
By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
1566
17:1.0DL+1.0L
2.242
-1.782
-0.000
2.864
-0.000
0.000
-0.001
Min X
1783
19:1.0DL+1.0L
-2.227
-1.887
-0.000
2.919
-0.000
-0.000
0.001
Max Y
2260
17:1.0DL+1.0L
0.000
-1.698
-0.000
1.698
0.000
-0.000
-0.000
Min Y
2315
16:1.0DL+1.0L
-0.000
-2.446
-0.000
2.446
0.000
-0.000
-0.000
Max Z
1006
18:1.0DL+1.0L
-0.057
-2.170
0.510
2.230
0.000
-0.000
0.000
Min Z
1360
18:1.0DL+1.0L
-0.057
-2.170
-0.510
2.230
-0.000
0.000
0.000
Max rX
931
18:1.0DL+1.0L
-0.018
-2.167
0.153
2.173
0.000
-0.000
0.000
Min rX
1290
18:1.0DL+1.0L
-0.018
-2.167
-0.153
2.173
-0.000
0.000
0.000
Max rY
1798
19:1.0DL+1.0L
-0.756
-1.896
-0.000
2.041
0.000
0.001
0.000
Min rY
1775
19:1.0DL+1.0L
-0.756
-1.896
0.000
2.041
-0.000
-0.001
0.000
Max rZ
1783
19:1.0DL+1.0L
-2.227
-1.887
-0.000
2.919
-0.000
-0.000
0.001
Min rZ
1565
17:1.0DL+1.0L
2.242
-1.782
0.000
2.864
0.000
-0.000
-0.001
Max Rst
1783
19:1.0DL+1.0L
-2.227
-1.887
-0.000
2.919
-0.000
-0.000
0.001
Allowable settlement = 25 mm Maximum support settlement from staad = 2.446 mm As 2.446 mm < 25 mm Hence Safe
Print Time/Date: 25/04/2011 12:04
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 28
BA SE SLA B DESIGN
Page 29
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 29
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV
Plate Centr e Stress Summary
239
SWITCHGEAR
By
SKS
Date19 J an-11
File
33kv.std
Chd
Date/Time
PSK
21-Apr-2011 16:14
for Base Slab
Shear
Max Qx
0
Ref
ADDC
L/C
Rev
1
33/11kV P ackage Unit Substation in Sir Baniyas
Plate
Sheet No
Qx
Qy
Sx
Membrane Sy
(N/mm2)
(N/mm2)
(N/mm2)
(N/mm2)
68:1.4DL+1.4E
0.154
0.000
-0.000
Sxy
(N/mm2)
Mx
Bending My
Mxy
(kNm/m)
(kNm/m)
(kNm/m)
-0.000
0.000
-49.828
-9.611
-0.000
Min Qx
698
68:1.4DL+1.4E
-0.155
0.000
-0.000
-0.000
-0.000
-49.242
-9.528
-0.000
Max Qy
8
68:1.4DL+1.4E
-0.002
0.122
-0.000
-0.000
0.000
-5.522
-28.530
-0.752
Min Qy
400
68:1.4DL+1.4E
-0.002
-0.122
-0.000
-0.000
-0.000
-5.522
-28.530
0.752
Max Sx
2269
68:1.4DL+1.4E
0.003
0.000
0.000
0.000
-0.000
-0.027
0.662
-0.000
Min Sx
698
68:1.4DL+1.4E
-0.155
0.000
-0.000
-0.000
-0.000
-49.242
-9.528
-0.000
Max Sy
2235
68:1.4DL+1.4E
-0.007
-0.005
0.000
0.000
-0.000
0.151
-0.153
-0.416
Min Sy
8
68:1.4DL+1.4E
-0.002
0.122
-0.000
-0.000
0.000
-5.522
-28.530
-0.752
Max Sxy
2278
68:1.4DL+1.4E
0.008
-0.063
0.000
0.000
0.000
-0.451
-1.152
3.743
Min Sxy
2260
68:1.4DL+1.4E
0.008
0.063
0.000
0.000
-0.000
-0.450
-1.152
-3.743
Max Mx
245
67:1.4DL+1.4E
0.006
0.000
0.000
-0.000
-0.000
21.230
9.844
-0.000
Min Mx
239
68:1.4DL+1.4E
0.154
0.000
-0.000
-0.000
0.000
-49.828
-9.611
-0.000
Max My
217
52:1.2DL+1.2LL
-0.001
0.004
0.000
-0.000
-0.000
19.844
10.045
-0.119
Min My
400
68:1.4DL+1.4E
-0.002
-0.122
-0.000
-0.000
-0.000
-5.522
-28.530
0.752
Max Mxy
366
52:1.2DL+1.2LL
0.025
-0.009
-0.000
0.000
0.000
0.186
-0.214
8.223
Min Mxy
30
52:1.2DL+1.2LL
0.025
0.009
-0.000
0.000
-0.000
0.186
-0.214
-8.223
Print Time/Date: 25/04/2011 12:06
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Print Run 1 of 1
Page 30
Page 30
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: 33/11kV SWITC HGEAR
25-Apr Page
Rev Date
BASE SLAB DESIGN
Location
OUTER / INNER Mx DIRECTION
MAIN REINFORCEMENT
Section Design for Maximum moment
Main Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
50
kNm
b D c
= 1000 mm = 350 mm = 75 mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm/2 = 267 mm
239 Plate no: Width of Raft Thickness of Raft Clear cover
Load case :
2
68
2
K =M / ( b x d x f cu )
= 0.020
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 260.92 mm
0.95 x d Since 0.95xd,
= 253.65 mm
is less than z, value of z is
= 253.65
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.13% Main reinforcement 16 @ 0@ +Extra reinforcement
200 200
2
=
539
mm
= mm c/c mm c/c
455
mm
Area of reinforcement provided
=
2
2
1005 mm
Hence OK. Reinforcement Summary: Provide ho rizontal rein forcement T16 @ 200 mm c/c.
Page 31
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 31
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
MX kNm/m <=-49.8 -45.7 -41.7 -37.6 -33.5 -29.4 -25.4 -21.3 -17.2 -13.1 -9.04 -4.96 -0.883 3.2 7.27 11.4 >=15.4
Y
X
Load 68
Z
Mx
Print Time/Date: 21/04/2011 17:02
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 32
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: 33/11kV SWITC HGEAR
25-Apr
Page
Rev Date
BASE SLAB DESIGN
Location
OUTER / INNER My DIRECTION
SECONDARY REINFORCEMENT
Section Design for Maximum moment
Secondary Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
29
kNm
b D c
= = =
1000 75
mm mm mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm-ds/2 = 251 mm
400 Plate no: Width of Raft Thickness of Raft Clear cover
Load case :
2
68
2
350
K =Mu / ( b x d x f cu )
= 0.013
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 247.28 mm
0.95 x d Since 0.95xd,
= 238.45 mm
is less than z, value of z is
= 238.45
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.13% Main reinforcement 16 @ 0@ +Extra reinforcement
200 200
2
=
333
mm
= mm c/c mm c/c
455
mm
Area of reinforcement provided
=
2
2
1005 mm
Hence OK. Reinforcement Summary: Provide verti cal reinfo rcement T16 @ 200 mm c/c.
Page 33 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 33
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
MY kNm/m <=-28.5 -26.3 -24.1 -21.9 -19.7 -17.5 -15.3 -13.1 -10.8 -8.64 -6.43 -4.22 -2.01 0.205 2.42 4.63 >=6.84
Y
X
Load 68
Z
My
Print Time/Date: 21/04/2011 17:02
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 34
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
2
0.155 N/mm
Max shear stress from STAAD Output, V = Load case:
698
Thickness of Raft
D
68
=
350 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
200 mm c/c
=
267 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Main steel
SHEAR CHECK FOR BASE SL AB ( For SQx Value Refer attached STAAD output sheets )
Plate no:
25-Apr Page
200 mm c/c 16 mm
2
35 N/mm
0.38 %
= 0.79x(0.38)^1/3 x(400/267)^1/4x1/1.25 x (35/25)^1/3 2 = 0.57 N/mm
2
0.155 N/mm
<
2
0.57 N/mm
SAFE
Page 35 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 35
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
SQX N/mm2 <=-0.155 -0.136 -0.117 -0.097 -0.078 -0.059 -0.039 -0.020 -0.001 0.019 0.038 0.057 0.077 0.096 0.115 0.135 >=0.154
Y
X
Load 68
Z
SQx
Print Time/Date: 21/04/2011 17:02
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 36
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
-
Plate no:
0.122 N/mm
Load case:
8
Thickness of Raft
D
2
68
=
350 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
200 mm c/c
=
251 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Secondary steel
SHEAR CHECK FOR BASE SL AB ( For SQy Value Refer attached STAAD output sheets )
Max shear stress from STAAD Output, V =
25-Apr Page
200 mm c/c 16 mm
35 N/mm
2
0.40 %
= 0.79x(0.4)^1/3 x(400/251)^1/4x1/1.25 x (35/25)^1/3 2 = 0.59 N/mm
2
0.122 N/mm
<
0.59 N/mm
2
SAFE
Page 37 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 37
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
21-Apr-2011 16:14
SQY N/mm2 <=-0.122 -0.107 -0.092 -0.076 -0.061 -0.046 -0.031 -0.015 0 0.015 0.031 0.046 0.061 0.076 0.092 0.107 >=0.122
Y
X
Load 68
Z
SQy
Print Time/Date: 21/04/2011 17:03
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 38
DESIGN OF OUTER RC WALL
Page 39
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 39
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV
Plate Centr e Stress Summary
1480
SWITCHGEAR
By
SKS
Date19 J an-11
File
33kv.std
Chd
Date/Time
PSK
21-Apr-2011 16:14
for Outer Wall
Shear
Max Qx
0
Ref
ADDC
L/C
Rev
1
33/11kV P ackage Unit Substation in Sir Baniyas
Plate
Sheet No
Qx
Qy
Sx
Membrane Sy
(N/mm2)
(N/mm2)
(N/mm2)
(N/mm2)
55:1.2DL+1.2LL
0.281
-0.050
-0.152
-0.022
Sxy
(N/mm2)
Mx
Bending My
Mxy
(kNm/m)
(kNm/m)
(kNm/m)
-0.024
-32.346
-4.897
-4.873
Min Qx
1508
55:1.2DL+1.2LL
-0.281
-0.050
-0.152
-0.022
0.024
-32.346
-4.897
4.873
Max Qy
1323
68:1.4DL+1.4E
0.000
0.290
-0.046
-0.224
-0.000
-8.471
-44.149
0.000
Min Qy
1683
57:1.2DL+1.2LL
0.153
-0.147
-0.163
-0.042
0.038
-27.604
-6.469
-5.721
Max Sx
1955
67:1.4DL+1.4E
0.000
0.001
0.213
-0.058
-0.000
-0.972
-0.113
-0.000
Min Sx
1190
68:1.4DL+1.4E
-0.020
0.012
-0.436
-0.082
0.015
-14.494
-1.536
0.516
Max Sy
1306
52:1.2DL+1.2LL
-0.013
0.062
0.041
0.059
0.010
0.333
-1.362
1.093
Min Sy
1549
68:1.4DL+1.4E
-0.000
0.289
-0.045
-0.226
-0.000
-8.390
-43.888
-0.000
Max Sxy
1541
68:1.4DL+1.4E
-0.057
0.154
-0.044
-0.120
0.148
-3.093
-16.661
-5.236
Min Sxy
1563
68:1.4DL+1.4E
0.057
0.154
-0.044
-0.120
-0.148
-3.093
-16.661
5.236
Max Mx
933
68:1.4DL+1.4E
0.004
-0.024
-0.297
-0.056
-0.006
13.072
1.924
-0.300
Min Mx
1291
55:1.2DL+1.2LL
-0.158
0.090
-0.351
-0.094
-0.030
-35.508
-3.795
-2.119
Max My
891
68:1.4DL+1.4E
0.000
0.026
-0.197
-0.102
-0.021
9.604
8.281
-0.298
Min My
1323
68:1.4DL+1.4E
0.000
0.290
-0.046
-0.224
-0.000
-8.471
-44.149
0.000
Max Mxy
1708
57:1.2DL+1.2LL
-0.036
-0.009
-0.098
-0.038
-0.037
0.410
-0.731
11.874
Min Mxy
1686
57:1.2DL+1.2LL
0.036
-0.009
-0.098
-0.038
0.037
0.410
-0.731
-11.874
Print Time/Date: 25/04/2011 12:14
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 40
Page 40
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMNET contractor: Structure: 33/11kV SWITC HGEAR
25-Apr
Page
Rev Date
WALL DESIGN
Location
OUTER / INNER My DIRECTION
VERTICAL REINFORCEMENT
Section Design for Maximum moment
Main Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
45
kNm
b D c
= = =
1000 75
mm mm mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm/2 = 167 mm
1323 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
68
2
250
K =Mu / ( b x d x f cu )
= 0.046
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 157.96 mm
0.95 x d Since 0.95xd,
= 158.65 mm
is greater than z, value of z is
= 157.96
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.2% Main reinforcement 16 @ 0@ +Extra reinforcement
150 150
2
=
780
mm
= mm c/c mm c/c
500
mm
Area of reinforcement provided
=
2
2
1340 mm
Hence OK. Reinforcement Summary: Provide verti cal reinfo rcement T16 @ 150 mm c/c.
Page 41 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 41
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
MY kNm/m <=-44.1 -40.9 -37.6 -34.3 -31 -27.8 -24.5 -21.2 -17.9 -14.7 -11.4 -8.1 -4.83 -1.55 1.73 5 >=8.28
Y X Z
Load 68
My
Print Time/Date: 26/04/2011 15:01
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 42
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMNET contractor: Structure: 33/11kV SWITC HGEAR
25-Apr Page
Rev Date
WALL DESIGN
Location
OUTER / INNER Mx DIRECTION
HORIZONTAL REINFORCEMENT
Section Design for Maximum moment
Secondary Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
36
kNm
b D c
= 1000 mm = 250 mm = 75 mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm-ds/2 = 151 mm
1291 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
55
2
K =M / ( b x d x f cu )
= 0.045
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 143.01 mm
0.95 x d Since 0.95xd,
is greater than z, value of z is
= 143.45 mm = 143.01
Reinforcement required Ast = M / ( 0.87 x f y x z )
=
689
2
mm
Min reinf. each face per Section 3.12.7.4.b. BS 8110-1 =0.125% = 312.5 mm2 Main reinforcement mm c/c 16 @ 150 0@ 150 +Extra reinforcement mm c/c Area of reinforcement provided
=
2
1340 mm
Hence OK. Reinforcement Summary: Provide ho rizontal rein forcement T16 @ 150 mm c/c.
Page 43 33/11kV PACKAGE UNIT SUBSTATION
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1
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Page 43
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
MX kNm/m <=-35.5 -32.5 -29.6 -26.6 -23.6 -20.6 -17.7 -14.7 -11.7 -8.73 -5.76 -2.78 0.193 3.17 6.14 9.12 >=12.1
Y X Z
Load 55
Mx
Print Time/Date: 26/04/2011 15:02
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Page 44
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMNET
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
2
0.29 N/mm
Max shear stress from STAAD Output, V = Load case:
1323
Thickness of Wall
D
68
=
250 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
167 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Main steel
SHEAR CHECK FOR WALL ( For SQy Value Refer attached STAAD output sheets )
Plate no:
25-Apr Page
150 mm c/c 16 mm
2
35 N/mm
0.80 %
= 0.79x(0.8)^1/3 x(400/167)^1/4x1/1.25 x (35/25)^1/3 2 = 0.82 N/mm
2
0.290 N/mm
<
2
0.82 N/mm
SAFE
Page 45 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
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1
0
Page 45
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
SQY N/mm2 <=-0.104 -0.079 -0.055 -0.030 -0.005 0.019 0.044 0.068 0.093 0.118 0.142 0.167 0.191 0.216 0.241 0.265 >=0.290
Y X Z
Load 68
SQy
Print Time/Date: 26/04/2011 15:02
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Print Run 1 of 1
Page 46
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMNET
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
-
Plate no:
0.281 N/mm
Load case:
1480
Thickness of Wall
D
2
55
=
250 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
151 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Secondary steel
SHEAR CHECK FOR WALL ( For SQx Value Refer attached STAAD output sheets )
Max shear stress from STAAD Output, V =
25-Apr Page
150 mm c/c 16 mm
35 N/mm
2
0.89 %
= 0.79x(0.89)^1/3 x(400/151)^1/4x1/1.25 x (35/25)^1/3 2 = 0.87 N/mm
2
0.281 N/mm
<
0.87 N/mm
2
SAFE
Page 47 33/11kV PACKAGE UNIT SUBSTATION
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Sheet No
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1
0
Page 47
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
SQX N/mm2 <=-0.281 -0.246 -0.211 -0.176 -0.141 -0.105 -0.070 -0.035 0 0.035 0.070 0.105 0.141 0.176 0.211 0.246 >=0.281
Y X Z
Load 55
SQx
Print Time/Date: 26/04/2011 15:02
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Page 48
DESIGN OF INNER RC WALL
Page 49
33/11kV PACKAGE UNIT SUBSTATION
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33/11kV PACKAGE UNIT SUBSTATION
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Part33/11kV
Plate Centr e Stress Summary
1915
68:1.4DL+1.4E
SWITCHGEAR
By
SKS
Date19 J an-11
File
33kv.std
Chd
Date/Time
PSK
26-Apr-2011 14:43
for Inner wall
Shear
Max Qx
0
Ref
ADDC
L/C
Rev
1
33/11kV P ackage Unit Substation in Sir Baniyas
Plate
Sheet No
Qx
Qy
Sx
Membrane Sy
(N/mm2)
(N/mm2)
(N/mm2)
(N/mm2)
0.017
0.024
-0.219
-0.060
Sxy
(N/mm2)
Mx
Bending My
Mxy
(kNm/m)
(kNm/m)
(kNm/m)
-0.012
-4.279
-0.879
1.085
Min Qx
1943
68:1.4DL+1.4E
-0.017
0.024
-0.219
-0.060
0.012
-4.279
-0.879
-1.085
Max Qy
1770
53:1.2DL+1.2LL
-0.015
0.025
0.013
-0.006
0.078
0.461
-0.419
0.539
Min Qy
1771
58:1.2DL+1.2LL
0.008
-0.021
-0.036
-0.021
0.039
0.059
1.284
0.683
Max Sx
1955
67:1.4DL+1.4E
0.000
0.001
0.213
-0.058
-0.000
-0.972
-0.113
-0.000
Min Sx
1885
68:1.4DL+1.4E
-0.016
0.023
-0.229
-0.075
0.001
-4.010
-0.938
-1.291
Max Sy
2204
65:1.0DL+1.0E
-0.001
-0.003
0.023
0.007
0.014
0.468
0.124
0.107
Min Sy
1781
67:1.4DL+1.4E
-0.000
0.002
-0.029
-0.214
0.000
-0.466
-1.923
-0.000
Max Sxy
1801
67:1.4DL+1.4E
-0.006
0.005
-0.008
-0.092
0.112
-0.009
-0.552
0.814
Min Sxy
1825
67:1.4DL+1.4E
0.006
0.005
-0.008
-0.092
-0.112
-0.009
-0.552
-0.814
Max Mx
2175
68:1.4DL+1.4E
0.016
-0.019
-0.176
-0.052
0.036
4.065
0.875
0.838
Min Mx
1943
68:1.4DL+1.4E
-0.017
0.024
-0.219
-0.060
0.012
-4.279
-0.879
-1.085
Max My
1796
68:1.4DL+1.4E
-0.001
-0.019
-0.043
-0.047
-0.084
0.234
1.661
-0.871
Min My
1779
52:1.2DL+1.2LL
0.000
0.003
-0.025
-0.188
0.035
-0.515
-2.120
0.315
Max Mxy
1829
68:1.4DL+1.4E
0.011
-0.014
-0.185
-0.047
0.034
-1.924
-0.514
1.580
Min Mxy
1855
68:1.4DL+1.4E
-0.011
-0.014
-0.185
-0.047
-0.034
-1.924
-0.514
-1.580
Print Time/Date: 26/04/2011 15:03
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Page 50
Page 50
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMNET contractor: Structure: 33/11kV SWITC HGEAR
26-Apr
Page
Rev Date
WALL DESIGN
Location
OUTER / INNER My DIRECTION
VERTICAL REINFORCEMENT
Section Design for Maximum moment
Main Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
3
kNm
b D c
= = =
1000 50
mm mm mm
Diameter of main reinforcement
dm
=
12
mm
Diameter of secondary reinforcement
ds
=
12
mm
Effective depth
d
= D-c-dm/2 = 194 mm
1779 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
52
2
250
K =Mu / ( b x d x f cu )
= 0.002
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 193.51 mm
0.95 x d Since 0.95xd,
= 184.3
is less than z, value of z is
= 184.30
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.2% Main reinforcement 12 @ 0@ +Extra reinforcement
150 150
mm
2
=
45
mm
= mm c/c mm c/c
500
mm
Area of reinforcement provided
=
2
2
754 mm
Hence OK. Reinforcement Summary: Provide verti cal reinfo rcement T12 @ 150 mm c/c.
Page 51 33/11kV PACKAGE UNIT SUBSTATION
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Page 51
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
MY kNm/m <=-2.12 -1.95 -1.78 -1.62 -1.45 -1.28 -1.11 -0.947 -0.78 -0.612 -0.444 -0.277 -0.109 0.058 0.226 0.393 >=0.561
Y X Z
Load 52
My
Print Time/Date: 26/04/2011 15:08
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 52
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMNET contractor: Structure: 33/11kV SWITC HGEAR
26-Apr Page
Rev Date
WALL DESIGN
Location
OUTER / INNER Mx DIRECTION
HORIZONTAL REINFORCEMENT
Section Design for Maximum moment
Secondary Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
5
b D c
= 1000 mm = 250 mm = 50 mm
Diameter of main reinforcement
dm
=
12
mm
Diameter of secondary reinforcement
ds
=
12
mm
Effective depth
d
= D-c-dm-ds/2 = 182 mm
1943 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
kNm
68
2
K =M / ( b x d x f cu )
= 0.004
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 181.12 mm
0.95 x d Since 0.95xd,
is less than z, value of z is
= 172.9 mm = 172.90
Reinforcement required Ast = M / ( 0.87 x f y x z )
=
79
2
mm
Min reinf. each face per Section 3.12.7.4.b. BS 8110-1 =0.125% = 312.5 mm2 Main reinforcement mm c/c 12 @ 150 0@ 150 +Extra reinforcement mm c/c Area of reinforcement provided
=
2
754 mm
Hence OK. Reinforcement Summary: Provide ho rizontal rein forcement T12 @ 150 mm c/c.
Page 53 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 53
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
MX kNm/m <=-4.28 -3.76 -3.24 -2.71 -2.19 -1.67 -1.15 -0.629 -0.107 0.414 0.936 1.46 1.98 2.5 3.02 3.54 >=4.06
Y X Z
Load 68
Mx
Print Time/Date: 26/04/2011 15:09
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Page 54
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMNET
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
2
0.025 N/mm
Max shear stress from STAAD Output, V = Load case:
1770
Thickness of Wall
D
53
=
250 mm
Clear cover
=
50 mm
Diameter of main reinforcement
=
12 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
194 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Main steel
SHEAR CHECK FOR WALL ( For SQy Value Refer attached STAAD output sheets )
Plate no:
26-Apr Page
150 mm c/c 12 mm
2
35 N/mm
0.39 %
= 0.79x(0.39)^1/3 x(400/194)^1/4x1/1.25 x (35/25)^1/3 2 = 0.62 N/mm
2
0.025 N/mm
<
2
0.62 N/mm
SAFE
Page 55 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
Rev
1
0
Page 55
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
SQY N/mm2 <=-0.004 -0.003 -0.001 0.001 0.003 0.005 0.006 0.008 0.010 0.012 0.014 0.016 0.017 0.019 0.021 0.023 >=0.025
Y X Z
Load 53
SQy
Print Time/Date: 26/04/2011 15:09
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 56
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMNET
Rev No.
0
Approved
SAK
Structure:
33/11kV SWITC HGEAR
Rev Date
-
Plate no:
0.017 N/mm
Load case:
1915
Thickness of Wall
D
2
68
=
250 mm
Clear cover
=
50 mm
Diameter of main reinforcement
=
12 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
182 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Secondary steel
SHEAR CHECK FOR WALL ( For SQx Value Refer attached STAAD output sheets )
Max shear stress from STAAD Output, V =
26-Apr Page
150 mm c/c 12 mm
35 N/mm
2
0.41 %
= 0.79x(0.41)^1/3 x(400/182)^1/4x1/1.25 x (35/25)^1/3 2 = 0.64 N/mm
2
0.017 N/mm
<
0.64 N/mm
2
SAFE
Page 57 33/11kV PACKAGE UNIT SUBSTATION
J ob No
Sheet No
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1
0
Page 57
J ob Title
Client
33/11kV PACKAGE UNIT SUBSTATION
J ob No
Software licensed to [LZ0 +LND]
Part33/11kV SWITCHGE AR
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
Rev
1
0
Ref By
SKS
File
33kv.std
Date
19 J an-11 Date/Time
Chd
PSK
26-Apr-2011 14:43
SQX N/mm2 <=-0.017 -0.015 -0.013 -0.011 -0.009 -0.006 -0.004 -0.002 0 0.002 0.004 0.006 0.009 0.011 0.013 0.015 >=0.017
Y X Z
Load 68
SQx
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STAAD.Pro for Windows Release 2005
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Page 58
PACKAGE UNIT FOUNDATION
(POWER TRANSFORMER)
Page 59
Page 59
LOAD CALCULATION
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
25-Apr SKS
Page 60
Page Checked
PSK
DERBY DESIGN
25-Apr
Page 60
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Page
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ES TABLISHMENT
Rev No.
0
Approved
SAK
Structure:
Power Transformer Load Calculation
Rev Date
LOAD CALCULATION DEAD LOAD
Self Weight for Plinth
=2.25 x 25
= Say
Dead Load for grating Dead Load for 200mm thick gravel
=0.2 x 20
Total dead load from gravel and grating
56.25 kN/m2 60 kN/m 2
=
0.5 kN/m2
= =
4 kN/m
Say
2 2
4.5 kN/m 5 kN/m 2
LIVE LOAD
Load of Transformer (conservatively)
=
450 kN
=
69.27 kN/m2 70 kN/m 2 5 kN/m 2
Mass of insulation oil (conservatively)
=
11000 Kg
Area of trench excluding plinth
=
13.45 m2
Live Load for Plinth
=450/(3.670 x 1.770)
= Say
Live Load on Base slab other than plinth area Oil load
Load on base slab
=11000 / 13.45
= Say
817.84 Kg/m2 8.5 kN/m 2
EARTH PRESSURE
Earth Pressure due to soil
2
=0.5 x 18 x 2.1
=
18.9
kN/m
=0.5 x 33.33
= 16.67
kN/m
SURCHARGE PRESSURE
Surcharge pressure due to SLW60 loading
2
SEISMIC LOAD
Seismic Loads to UBC 1997 Maximum base Shear, Vmax
=
2.5 x Ca x I x W / R
=
2.5 x 0.12x1 x W /5.5
=
0.0545 W
=
450 x 0.0545 / 60
=
0.409 kN E ach node
Design wind pressure
=
1.25 kN/m2
Wind load acting on transformer
=
1.25 x 5.25 x 3.75
in X- direction
=
24.61 kN
Moment due to wind load in X-direction
=
24.61 x (3.75/2+2.40)
at top of plinth
=
105.21 kNm
Vertical load in X - direction
= =
105.21 / 1.77 59.44 kN
WIND LOAD
Page 61
Pressure on X - direction
=
59.44 / (1.77/2*3.67)
Page 61
Pressure on X - direction
=
59.44 / (1.77/2*3.67)
=
18.3 kN/m
2
Wind load acting on transformer
=
1.25 x 4.24 x 3.75
in Z - direction
=
19.875 kN
Moment due to wind load in Z - direction
=
19.875 x (3.750/2+2.40)
=
84.97 kNm
=
84.97 / 3.670
=
23.15 kN
= =
23.15 / (3.67/2*1.77) 7.13 kN/m2
Vertical load in Z - direction
Pressure on Z - direction
Base Shear due to wind is more than seismic. Hence, Wind load is governing Check for Overturning i n X direction
Overturning Moment
=
Selfweight of the structure
=
(Base Slab+Walls+P linth)
105.21 kNm (6.72x4.17x0.35x25)+(2x3.87x0.25x2.25x25)+ (2x6.42x0.25x2.25x25)+(3.67x1.77x2.25x25)
=
900 kN
Resisting Moment
= =
900x 3.870 / 2 1741.5 kNm
Factor of safety
=
1741.5 / 105.21
=
16.55
>
1.5
Hence Safe Check for Overturning i n Z direction
Overturning Moment
=
84.97 kNm
Selfweight of the structure
=
900 kN
Resisting Moment
=
900x 6.420 / 2
=
2889 kNm
Factor of safety
=
2889 / 84.97
=
34
>
1.5
Hence Safe
Page 62
Page 62
STAAD ANAL YSIS
(POWER
TRANSFORMER)
Page 63 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 63
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 11:54
Y X Z
POWER TRANSFORMER
Print Time/Date: 25/04/2011 12:29
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Page 64
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
2
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 11:54
Y X Z
Load 1
DEAD LOAD
Y X Z
Load 2
LIVE LOAD
Print Time/Date: 25/04/2011 12:29
STAAD.Pro for Windows Release 2005
Print Run 2 of 4
Page 65
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
3
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 11:54
Y X Z
Load 3
EARTH PRESSURE
Y X Z
Load 4
SURCHARGE PRESSURE
Print Time/Date: 25/04/2011 12:29
STAAD.Pro for Windows Release 2005
Print Run 3 of 4
Page 66
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
4
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 11:54
Y X Z
Load 5
WIND LOAD IN X- DIRECTION
Y X Z
Load 6
WIND LOAD IN Z- DIRECTION
Print Time/Date: 25/04/2011 12:29
STAAD.Pro for Windows Release 2005
Print Run 4 of 4
M P
1 1
0 3 : 2 1
f o
Page 71
0 1 e g a P
, 1 1 0 2 , 5 2 l i r p A , y a d n o M
0 1 . O N E G A P l n a . r x T r w P \ D A A T S \ R E M R O F S N A R T R E W O P \ S A Y I N A B
E C A P S D A A T S
R I S U P \ A R I H A S \ : D
M P
1 1
0 3 : 2 1
f o 9 e g a P
, 1 1 0 2 , 5 2 l i r p A , y a d n o M
9 . O N E G A P -
) 6 G N I D A O L ( Y R A M M U S ) 0 1 2 0 1 5 E . . . T 0 4 4 E M
E C A P S D A A T S
N K ( = = = D X Y Z A - - O E E E L C C C R R R D O O O E F F F I L N N N P O O O P I I I A T T T A A A L M M M A M M M T U U U O S S S T * * *
6 3 . 4 1 -
= Z M N 6 I 7 G . I 5 R 1 O E H T D N U O R = A Y M S T N 8 E 2 M . O 1 M 7 F O N O I T A M M = U X S M
) 6
6 3 . 4 1 ) 6
G N I D A O L ( Y R A M M U S ) 0 1 2 0 1 5 E . . . T 0 4 4 E M N K ( = = = D A X Y Z O - - L E E E C C C N R R R O O O O I F F F T C N N N A O O O E I I I R T T T A A A L M M M A M M M T U U U O S S S T * * *
= Z M N 6 I 7 G . I 5 R 1 O E H T D N U O R = A Y M S T N 8 E 2 M . O 1 M 7 F O N O I T A M M = U X S M
G N I D A O L ( ) S N A I D A R / E D M O 1 1 7 2 5 9 C N 3 2 1 1 2 8 0 1 0 3 0 1 T 2 2 2 2 ( A S T N 4 2 2 5 6 6 E S 0 0 0 0 0 0 M M - - - - - E U E E E E E E C M 2 5 8 1 6 5 A I 8 5 3 7 5 0 L X 1 1 4 7 8 1 P A 6 1 8 1 2 7 S M 7 6 2 8 8 3 I . . . . . . D 5 1 1 5 9 9 - M U = = = = = = M X Y Z I X Y Z R R R X A M
* * * * * * * * * * * * E G A R O T S L A N R E T N I M O R F A T A D F O D N E * * * * * * * * * * * *
l n a . r x T r w P \ D A A T S \ R E M R O F S N A R T R E W O P \ S A Y I N A B
H S I N I F . 5 9 6
R I S U P \ A R I H A S \ : D
Page 72
BEARING PRESSURE CHECK
Page 73
POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 73
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Sheet No
Rev
1
0
Transformer
Ref
33/11kV Package Unit Substation in Sir Baniyas
ADDC
By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
Base Pressu re Summary Node
L/C
FX
FY 2
(kN/m )
FZ 2
(kN/m )
(kN/m2)
Max FX
1
10:1.0DL+1.0L
0.000
59.223
0.000
Min FX
1
10:1.0DL+1.0L
0.000
59.223
0.000
Max FY
317
17:1.0DL+1.0L
0.000
66.037
0.000
Min FY
2099
18:1.0DL+1.0L
0.000
53.335
0.000
Max FZ
1
10:1.0DL+1.0L
0.000
59.223
0.000
Min FZ
1
10:1.0DL+1.0L
0.000
59.223
0.000
Allowable net SBC of soil = 90 kN/m² Maximum bearing pressure from staad = 66.037 kN/m² As 66.037 kN/m² < 90 kN/m² Hence Safe
Print Time/Date: 25/04/2011 12:33
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 74
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
Date
File
Pwr Txr.std
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
Base Pressure Y kN/m2 <=54.1 54.8 55.6 56.3 57.1 57.8 58.6 59.3 60.1 60.8 61.6 62.3 63 63.8 64.5 65.3 >=66
Y
X
Load 17
Z
BASE PRESSURE
Print Time/Date: 25/04/2011 12:35
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 75
SETTLEMENT CHECK
Page 76
POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 76
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Sheet No
Rev
1
0
Transformer
Ref
33/11kV Package Unit Substation in Sir Baniyas
ADDC
By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
Node Displacement Summary Node
L/C
X
Y
Z
Resultant
rX
rY
rZ
(mm)
(mm)
(mm)
(mm)
(rad)
(rad)
(rad)
Max X
2035
17:1.0DL+1.0L
1.771
-5.188
-0.050
5.482
-0.000
-0.000
-0.001
Min X
2058
18:1.0DL+1.0L
-1.663
-5.105
-0.047
5.369
-0.000
0.000
0.001
Max Y
2099
18:1.0DL+1.0L
-0.000
-4.938
0.000
4.938
-0.000
0.000
0.001
Min Y
317
17:1.0DL+1.0L
-0.000
-6.114
-0.000
6.114
0.000
-0.000
0.000
Max Z
2024
19:1.0DL+1.0L
0.053
-5.473
0.137
5.475
0.000
-0.000
-0.000
Min Z
1999
20:1.0DL+1.0L
0.053
-5.561
-0.231
5.566
-0.000
0.000
-0.000
Max rX
387
19:1.0DL+1.0L
0.000
-5.649
0.000
5.649
0.000
-0.000
-0.000
Min rX
72
20:1.0DL+1.0L
0.000
-5.565
-0.000
5.565
-0.000
0.000
-0.000
Max rY
2046
17:1.0DL+1.0L
0.905
-5.218
-0.030
5.296
-0.000
0.001
-0.000
Min rY
2029
17:1.0DL+1.0L
0.916
-5.136
-0.067
5.218
-0.000
-0.001
-0.000
Max rZ
1866
18:1.0DL+1.0L
-0.496
-5.108
-0.013
5.132
-0.000
0.000
0.001
Min rZ
1423
17:1.0DL+1.0L
0.529
-5.191
-0.013
5.218
-0.000
-0.000
-0.001
Max Rst
317
17:1.0DL+1.0L
-0.000
-6.114
-0.000
6.114
0.000
-0.000
0.000
Allowable settlement = 25mm Maximum support settlement from staad = 6.114mm As 6.114mm < 25mm Hence Safe
Print Time/Date: 25/04/2011 12:35
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 77
BA SE SLA B DESIGN
Page 78
POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 78
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower Transformer
Plate Centr e Stress Summary
278
By
SKS
Date19-J an-11
File
Pwr Txr.std
Chd
Date/Time
PSK
25-Apr-2011 12:31
for Base Slab
Shear
Max Qx
0
Ref
ADDC
L/C
Rev
1
33/11kV P ackage Unit Substation in Sir Baniyas
Plate
Sheet No
Qx
Qy
Sx
Membrane Sy
(N/mm2)
(N/mm2)
(N/mm2)
(N/mm2)
67:1.4DL+1.4E
0.202
0.002
-0.000
0.000
Sxy
(N/mm2)
Mx
Bending My
Mxy
(kNm/m)
(kNm/m)
(kNm/m)
-0.000
-22.326
-17.728
0.450
Min Qx
269
67:1.4DL+1.4E
-0.201
0.001
-0.000
0.000
0.000
-22.573
-17.958
-0.452
Max Qy
2040
68:1.4DL+1.4E
0.024
0.279
0.000
-0.000
-0.000
-1.159
-0.823
-17.082
Min Qy
2052
68:1.4DL+1.4E
0.025
-0.282
0.000
-0.000
0.000
-1.298
-0.998
17.348
Max Sx
2046
68:1.4DL+1.4E
-0.006
-0.009
0.000
-0.000
-0.000
1.323
-0.209
0.536
Min Sx
280
68:1.4DL+1.4E
0.077
0.001
-0.000
0.000
-0.000
-20.266
-8.214
0.808
Max Sy
2037
68:1.4DL+1.4E
0.137
0.139
-0.000
0.000
-0.000
-6.320
-9.715
-7.816
Min Sy
6
68:1.4DL+1.4E
0.000
-0.031
0.000
-0.000
0.000
-1.897
9.870
-0.141
Max Sxy
2080
68:1.4DL+1.4E
-0.060
0.047
-0.000
-0.000
0.000
-5.616
-4.900
-3.482
Min Sxy
2081
68:1.4DL+1.4E
0.060
0.048
-0.000
-0.000
-0.000
-5.656
-4.934
3.504
Max Mx
280
67:1.4DL+1.4E
0.105
0.000
-0.000
0.000
0.000
3.295
-2.762
0.527
Min Mx
272
68:1.4DL+1.4E
0.001
0.003
-0.000
0.000
0.000
-73.074
-41.157
0.000
Max My
384
67:1.4DL+1.4E
0.000
0.057
0.000
-0.000
0.000
-5.758
12.214
0.099
Min My
272
68:1.4DL+1.4E
0.001
0.003
-0.000
0.000
0.000
-73.074
-41.157
0.000
Max Mxy
364
68:1.4DL+1.4E
-0.027
0.022
-0.000
-0.000
0.000
-12.622
-3.043
25.750
Min Mxy
351
68:1.4DL+1.4E
0.027
0.022
-0.000
-0.000
-0.000
-12.568
-3.040
-25.585
Print Time/Date: 25/04/2011 12:37
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 79
Page 79
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: POWER TRANSFORMER
25-Apr Page
Rev Date
BASE SLAB DESIGN
Location
OUTER / INNER Mx DIRECTION
MAIN REINFORCEMENT
Section Design for Maximum moment
Main Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
74
kNm
b D c
= 1000 mm = 350 mm = 75 mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm/2 = 267 mm
272 Plate no: Width of raft Thickness of raft Clear cover
Load case :
2
68
2
K =M / ( b x d x f cu )
= 0.030
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 257.89 mm
0.95 x d Since 0.95xd,
= 253.65 mm
is less than z, value of z is
= 253.65
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.13% Main reinforcement 16 @ 0@ +Extra reinforcement
200 200
2
=
798
mm
= mm c/c mm c/c
455
mm
Area of reinforcement provided
=
2
2
1005 mm
Hence OK. Reinforcement Summary: Provide main reinforc ement T16 @ 200 mm c /c.
Page 80 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 80
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
MX kNm/m <=-73.1 -68.4 -63.8 -59.1 -54.5 -49.8 -45.2 -40.5 -35.9 -31.2 -26.6 -21.9 -17.3 -12.6 -7.97 -3.32 >=1.33
Y
X
Load 68
Z
Mx
Print Time/Date: 25/04/2011 12:42
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 81
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: POWER TRANSFORMER
25-Apr
Page
Rev Date
BASE SLAB DESIGN
Location
OUTER / INNER My DIRECTION
SECONDARY REINFORCEMENT
Section Design for Maximum moment
Secondary Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
42
kNm
b D c
= = =
1000 75
mm mm mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm-ds/2 = 251 mm
272 Plate no: Width of raft Thickness of raft Clear cover
Load case :
2
68
2
350
K =Mu / ( b x d x f cu )
= 0.019
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 245.57 mm
0.95 x d Since 0.95xd,
= 238.45 mm
is less than z, value of z is
= 238.45
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.13% Main reinforcement 16 @ 0@ +Extra reinforcement
200 200
2
=
482
mm
= mm c/c mm c/c
455
mm
Area of reinforcement provided
=
2
2
1005 mm
Hence OK. Reinforcement Summary: Provide secon day reinfor cement T16 @ 200 mm c/c.
Page 82 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 82
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
MY kNm/m <=-41.2 -37.9 -34.7 -31.5 -28.3 -25.1 -21.8 -18.6 -15.4 -12.2 -8.95 -5.72 -2.5 0.718 3.94 7.16 >=10.4
Y
X
Load 68
Z
My
Print Time/Date: 25/04/2011 12:42
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 83
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
POWER TRANSFORMER
Rev Date
2
0.202 N/mm
Max shear stress from STAAD Output, V = Load case:
278
Thickness of Raft
D
67
=
350 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
200 mm c/c
=
267 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Main steel
SHEAR CHECK FOR BASE SL AB ( For SQx Value Refer attached STAAD output sheets )
Plate no:
25-Apr Page
200 mm c/c 16 mm
2
35 N/mm
0.38 %
= 0.79x(0.38)^1/3 x(400/267)^1/4x1/1.25 x (35/25)^1/3 2 = 0.57 N/mm
2
0.202 N/mm
<
2
0.57 N/mm
SAFE
Page 84 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 84
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
SQX N/mm2 <=-0.201 -0.176 -0.151 -0.125 -0.100 -0.075 -0.050 -0.025 0 0.026 0.051 0.076 0.101 0.126 0.151 0.176 >=0.202
Y
X
Load 67
Z
SQx
Print Time/Date: 25/04/2011 12:42
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 85
DERBY DESIGN
P roject:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
S KS
Checked
P SK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
POWER TRANSFORMER
Rev Date
-
Plate no:
0.282 N/mm
Load case:
2052
Thickness of Raft
D
2
68
=
350 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
200 mm c/c
=
251 mm
Effective depth
d
Grade of concrete , f cu cu
=
% of steel provided
= =
Design shear strength of concrete
As
Secondary steel
SHEAR CHECK CHECK FOR BASE SL AB ( For SQy Value Refer attached STAAD output sheets )
Max shear stress stress from STAAD Output, V =
25-Apr P age
200 mm c/c 16 mm
35 N/mm
2
0.40 %
= 0.79x(0.4)^1/3 x(400/251)^1/4x1/1.25 x(400/251)^1/4x1/1.25 x (35/25)^1/3 2 = 0.59 N/mm
2
0.282 N/mm
<
0.59 N/mm
2
SAFE
Page 86 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 86
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV 33/11kV Package P ackage Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
F ile
P wr Txr.std Txr.std
Date
19-J an-11 Date/Time
Chd
P SK
25-Apr-2011 12:31
SQY N/mm2 <=-0.282 -0.247 -0.212 -0.177 -0.142 -0.107 -0.072 -0.037 -0.002 0.033 0.068 0.103 0.138 0.173 0.208 0.244 >=0.279
Y
X
Load 68
Z
SQy
P rint Time/Date: 25/04/2011 12:42
STAAD.Pro for Windows Release 2005
P rint Run 1 of 1
Page 87
WALL DESIGN
Page 88
POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 88
J ob Title Title
Client
POWER TRANSFORMER
J ob No
Software licensed tto o [LZ0 +LND] +LN D]
PartP ower Transformer Transformer
Plate Centr Centr e Stress Stress Summary
1236
By
S KS
Date19-J an-11
File
Pwr Txr.std
Chd
Date/Time
P SK
25-Apr-2011 12:31
for RC Wall
Sh ear
Max Qx
0
Ref
ADDC
L /C
Rev
1
33/11kV 33/11kV P ackage Unit Substation in Sir Baniyas B aniyas
Pl at e
Sheet No
Qx
Qy
Sx
Mem b r an e Sy
(N/mm2)
(N/mm2)
(N/mm2)
(N/mm2)
68:1.4DL+1.4E
0.233
0.051
-0.245
-0.213
Sxy
(N/mm2)
Mx
B en d i n g My
Mxy
(kNm/m)
(kNm/m)
(kNm/m)
-0.029
-25.686
-4.142
3.010
Min Qx
897
68:1.4DL+1.4E
-0.234
0.052
-0.246
-0.217
0.030
-25.818
-4.161
-3.017
Max Qy
1320
68:1.4DL+1.4E
-0.002
0.231
-0.030
0.061
-0.019
-1.345
-14.494
-2.076
Min Qy
1770
68:1.4DL+1.4E
0.072
-0.225
-0.234
-0.541
-0.021
-4.513
2.416
-5.056
Max S x
1994
66:1.0DL+1.0E
-0.029
-0.005
0.001
-0.005
0.011
-4.079
-0.530
0.626
Min S x
2004
68:1.4DL+1.4E
0.005
-0.029
-0.407
-0.003
-0.001
21.025
2.763
-0.311
Max S y
1779
67:1.4DL+1.4E
0.000
0.053
-0.014
0.085
-0.003
2.039
5.803
-0.188
Min S y
1770
68:1.4DL+1.4E
0.072
-0.225
-0.234
-0.541
-0.021
-4.513
2.416
-5.056
Max S xy
855
68:1.4DL+1.4E
-0.114
-0.122
-0.199
-0.492
0.142
-3.992
4.483
1.300
Min S xy
842
68:1.4DL+1.4E
0.113
-0.121
-0.199
-0.479
-0.140
-3.899
4.512
-1.350
Max Mx
2004
68:1.4DL+1.4E
0.005
-0.029
-0.407
-0.003
-0.001
21.025
2.763
-0.311
Min Mx
1957
68:1.4DL+1.4E
-0.104
0.128
-0.258
-0.066
-0.023
-31.750
-3.237
-3.696
Max My
861
68:1.4DL+1.4E
-0.000
0.040
-0.156
0.041
-0.000
6.744
12.533
0.061
Min My
1325
68:1.4DL+1.4E
0.001
0.230
-0.030
0.067
0.001
-1.385
-14.560
0.359
Max Mxy
1360
68:1.4DL+1.4E
-0.018
0.063
-0.176
-0.078
0.051
1.431
1.379
12.801
Min Mxy
1802
68:1.4DL+1.4E
0.018
0.063
-0.176
-0.079
-0.053
1.436
1.410
-12.829
P rint Time/Date: 25/04/2011 12:43
STAAD.Pro for Windows Release 2005
P rint Run 1 of 1
Page 89
Page 89
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: POWER TRANSFORMER
25-Apr
Page
Rev Date
WALL DESIGN
Location
OUTER / INNER My DIRECTION
VERTICAL REINFORCEMENT
Section Design for Maximum moment
Main Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
15
kNm
b D c
= = =
1000 75
mm mm mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm/2 = 167 mm
1325 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
68
2
250
K =Mu / ( b x d x f cu )
= 0.015
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 164.10 mm
0.95 x d Since 0.95xd,
= 158.65 mm
is less than z, value of z is
= 158.65
Reinforcement required Ast = M / ( 0.87 x f y x z )
=
Min reinf. each face per Section 3.12.7.4.b. BS 8110-1 =0.125% Main reinforcement 16 @ 150 0@ 150 +Extra reinforcement
259
= 312.5 mm c/c mm c/c
Area of reinforcement provided
=
2
mm
2
mm
2
1340 mm
Hence OK. Reinforcement Summary: Provide verti cal reinfo rcement T16 @ 150 mm c/c.
Page 90 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 90
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
MY kNm/m <=-14.6 -12.9 -11.2 -9.48 -7.79 -6.09 -4.4 -2.71 -1.01 0.68 2.37 4.07 5.76 7.45 9.15 10.8 >=12.5
Y X Z
Load 68
My
Print Time/Date: 25/04/2011 12:47
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 91
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Rev No.
0
Approved
SAK
Main RANYA CONTRACTING ESTABLISHMENT contractor: Structure: POWER TRANSFORMER
25-Apr Page
Rev Date
WALL DESIGN
Location
OUTER / INNER Mx DIRECTION
HORIZONTAL REINFORCEMENT
Section Design for Maximum moment
Secondary Steel 2
Characteristic strength of concrete
f cu
=
35
N/mm
Characteristic strength of steel
f y
=
420
N/mm
Factored bending moment
Mu
=
32
kNm
b D c
= 1000 mm = 250 mm = 75 mm
Diameter of main reinforcement
dm
=
16
mm
Diameter of secondary reinforcement
ds
=
16
mm
Effective depth
d
= D-c-dm-ds/2 = 151 mm
1957 Plate no: Width of wall Thickness of wall Clear cover
Load case :
2
68
2
K =M / ( b x d x f cu )
= 0.040
z =d x [0.5 +SQRT (0.25 - K / 0.9)]
= 143.94 mm
0.95 x d Since 0.95xd,
= 143.45 mm
is less than z, value of z is
= 143.45
Reinforcement required Ast = M / ( 0.87 x f y x z ) Min reinf. each face per table 3.25 BS 8110-1 =0.2% Main reinforcement 16 @ 0@ +Extra reinforcement
150 150
2
=
610
mm
= mm c/c mm c/c
500
mm
Area of reinforcement provided
=
2
2
1340 mm
Hence OK. Reinforcement Summary: Provide ho rizontal rein forcement T16 @ 150 mm c/c.
Page 92 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 92
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
MX kNm/m <=-31.8 -28.5 -25.2 -21.9 -18.6 -15.3 -12 -8.66 -5.36 -2.06 1.23 4.53 7.83 11.1 14.4 17.7 >=21
Y X Z
Load 68
Mx
Print Time/Date: 25/04/2011 12:47
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Print Run 1 of 1
Page 93
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
POWER TRANSFORMER
Rev Date
2
0.231 N/mm
Max shear stress from STAAD Output, V = Load case:
1320
Thickness of Raft
D
68
=
250 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
167 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Main steel
SHEAR CHECK FOR WALL ( For SQy Value Refer attached STAAD output sheets )
Plate no:
25-Apr Page
150 mm c/c 16 mm
2
35 N/mm
0.80 %
= 0.79x(0.8)^1/3 x(400/167)^1/4x1/1.25 x (35/25)^1/3 2 = 0.82 N/mm
2
0.231 N/mm
<
2
0.82 N/mm
SAFE
Page 94 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 94
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
SQY N/mm2 <=-0.225 -0.196 -0.168 -0.139 -0.111 -0.082 -0.054 -0.025 0.003 0.032 0.060 0.089 0.117 0.146 0.174 0.203 >=0.231
Y X Z
Load 68
SQy
Print Time/Date: 25/04/2011 12:47
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 95
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
POWER TRANSFORMER
Rev Date
-
Plate no:
0.234 N/mm
Load case:
897
Thickness of Raft
D
2
68
=
250 mm
Clear cover
=
75 mm
Diameter of main reinforcement
=
16 mm
Spacing of main reinforcement
=
Diameter of secondary reinforcement
=
Spacing of secondary reinforcement
=
150 mm c/c
=
151 mm
Effective depth
d
Grade of concrete , f cu
=
% of steel provided
= =
Design shear strength of concrete
As
Secondary steel
SHEAR CHECK FOR WALL ( For SQx Value Refer attached STAAD output sheets )
Max shear stress from STAAD Output, V =
25-Apr Page
150 mm c/c 16 mm
35 N/mm
2
0.89 %
= 0.79x(0.89)^1/3 x(400/151)^1/4x1/1.25 x (35/25)^1/3 2 = 0.87 N/mm
2
0.234 N/mm
<
0.87 N/mm
2
SAFE
Page 96 POWER TRANSFORMER
J ob No
Sheet No
Rev
1
0
Page 96
J ob Title
Client
POWER TRANSFORMER
J ob No
Software licensed to [LZ0 +LND]
PartPower
Rev
1
33/11kV Package Unit Substation in Sir Baniyas
ADDC
Sheet No
0
Transformer
Ref By
SKS
File
Pwr Txr.std
Date
19-J an-11 Date/Time
Chd
PSK
25-Apr-2011 12:31
SQX N/mm2 <=-0.234 -0.205 -0.176 -0.147 -0.117 -0.088 -0.059 -0.030 -0.001 0.029 0.058 0.087 0.116 0.145 0.175 0.204 >=0.233
Y X Z
Load 68
SQx
Print Time/Date: 25/04/2011 12:48
STAAD.Pro for Windows Release 2005
Print Run 1 of 1
Page 97
PACKAGE UNIT FOUNDATION
(AUX. TRANSFORMER)
Page 98
Page 98
LOAD CAL CULATIONS
Page 99 Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
Client:
ADDC
Design
25-Apr SKS
Page Checked
PSK
Page 99
DERBY DESIGN
Project:
33/11kV Package Unit Substation in Sir Baniyas
Date
25-Apr
Page
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
AUXILIARY TRANSFORMER
Rev Date
Load calculation
Weight of Transformer
=
20 kN
=
91 kN
=
111 kN
Wind Pressure
=
1.00 kN/m
Allowable net SBC of soil
=
90 kN/m
Allowable SBC o soil with 25% extra for wind load case
=
90 x 1.25
Self weight of foundation
=(1.0x1.4x2.6)x25
Total vertical Load
2
2
2
= 112.5 kN/m Dimension of the tank =
1.0 m x 1.4m x 2.6m
Maximum wind load
1.40 m x 1.25m x 1.00
=
=
1.75 kN 5.64 kNm
Moment at Base Due to Wind Load
=1.75×3.225
=
Eccentricity
=5.64375/111
=
e=M/P
0.051 m
Since e <1.0/6=0.17m Pressure distribution is Trapezoidal P max
=P/A ±M/Z =111/(1×1.4)+(5.64375/(1.4×1^2/6))
=
2
103.47 kN/m
Since Pmax is <112.5 kN/m2 Hence safe Reinforcement: Provide Shrinkage Reinforcement on all faces =0.35% of surface zone (250mm) =0.0035×250×1000
875
mm2
Provid e T12+ @ 200 Both Ways on all Faces
Check for overturning: overturning moment
=
5.64
kNm
Resisting moment
=
77.70
kNm
=
14
Factor of safety
=78/6
Hence ok
Page 100
Page 100
DESIGN OF GRATING
Page 101 Project
33/11kv Package Unit Substation at Sir Baniyas
Date
25-Apr Ref. No.
Page 101 Project
25-Apr Ref. No.
Date
33/11kv Package Unit Substation at Sir Baniyas ADDC
Client Main RANYA CONTRACTING ESTABLISHMENT DERBY DESIGN Contractor Abu Dhabi Reference POWER TRANSFORMER
Made By
SKS
Checked By
PSK
Rev. No.
0
Approved By
SAK
Drg. Ref.
i ) Grating Design
Thickness of gravel
=
200.00
mm
Weight of gravel
= (200 / 1000) x 20 2 = 4.00 kN/m
Live Load
=
5.00
kN/m
Total Load
=
9.00
kN/m
2
2
Grating type
= (30 x 100) / (40 x 4.5)
For a span of 1.27m, allowable service load
=
Allowable load
>
2
16.55
kN/m
(From manufacturer's data)
Actual load Hence OK
ii ) Check for Deflection
As per civil design basis, permissible deflection
=
L / 200
L = L / 200 =
1270.00 6.35
mm mm
7.50
mm
Max. deflection 'd' at centre as per manufacturer's data 2 for a load of 16.55 kN/m
=
2
For actual load of 9.0 kN/m , deflection
Actual deflection
= (7.50 / 16.55) x 9 = 4.08 mm <
Allowable deflection Hence OK
As per manufacturer's data, "Deflection does not exceed L / 200 or 10mm"
Page 102
Page 102
Page 103
Page 103
Page 104
Page 104
DESIGN OF SUPPORTING STEEL BEAM
Page 105 Project
33/11kv Package Unit Substation at Sir Baniyas
Date
25-Apr Ref. No.
Page 105 Project Client Main DERBY DESIGN Contractor
Abu Dhabi
Structure
25-Apr Ref. No.
Date
33/11kv Package Unit Substation at Sir Baniyas ADDC
Made By
SKS
Checked By
PSK
RANYA CONTRACTING ESTABLISHMENT
Rev. No.
0
Approved By
SAK
POWER TRANSFORMER
Drg. Ref.
LOAD CALCULATION FOR STEEL BEAM SUPPORTING GRATING LOAD ACTING ON BEAM Dead Load
Load due to gravel
=
2
0.2 x 20 =
4.00
kN/m
=
0.50
kN/m
=
4.50 4.50
kN/m kN/m
Max.Spacing of grating support beams
= 1. 1.27/2+1.05/2 =
1.16
m
Dead Load on beam with 1.16m spacing
= 4. 4.5 x 1.16
=
5.22
kN/m
=
0.23
kN/m
= say say =
5.45 5.45
kN/m kN/m
5.50
k N/m
Load due to grating Total Load Load
Self weight of UB 203 x 102 x 23 Total dead dead load load on beam beam
2
2
Live Load
Live load on beam for 1.16m spacing
= 5 x 1.16
= say say =
5.80
kN/m
6.00
k N/m
DL=5.50 kN/m LL=6.00 LL= 6.00 kN/m kN/m
A
1.125 m
B
BEAM
33/ 11kV PACKA PACKAG GE UNI T SUB SUBSTATI STATI ON POWER TRANSFO SF ORMER
Page: Made by: by : Dat e: Ref No:
1 Page 106 SKS SKS 25. 04. 11
33/ 11kV PACKA PACKAG GE UNI T SUB SUBSTATI STATI ON POWER TRANSFO SF ORMER
Page: Made by: by : Dat e: Ref No: Of f i ce: ce:
Locat Locat i on: on:
Exam xampl e 2, 2,
1 Page 106 SKS SKS 25. 04. 11 1328
' St eel wor k Desi gn Gui de'
Si mpl y sup suppor t ed st eel
^
beam
^
<
L
>
Beam s pan You Young' s modu odul us
L=1. 12 125 5 m E=20 205 5 kN/ kN/ mm2
Sect i on pr oper t i es Sect i on si ze 203 x 102 x 23 Uni ver ver sal Beam eam Dept ept h of st eel eel sect i on D=20 203 3. 2 mm Wi dt h of st eel eel sect i on B=101. 8 mm Thi Thi ckness of web t =5. 4 mm Thi Thi ckness ckness of f l ang ange T=9. 3 mm Root oot r adi adi us r =7. 6 mm I ner t i a a bout ma j or ax i s I x =2105 cm4 I ner t i a a bout mi nor ax i s I y =164 cm4 Pl a s t i c modu odul us abou aboutt maj or a x i s Sx =234 cm3 Tor s i onal c on ons t a nt J =7. 02 cm4 Ar ea of s e c t i on A=29. 4 cm2 Radi adi us g gyr yr at i on abou aboutt mi nor axi s r y=SQR( I y/ A) =SQR( 164/ 29. 4) =2. 3618 cm Dead l oad f act or I mposed l oad oad f act or
gam gamd=1. 4 gami =1. 6
Al l l oads ar e po posi t i ve do downwar ds, saggi saggi ng moment ent s ar e posi posi t i ve. ve.
r eact i ons ar e po posi t i ve up upwar ds,
Unf act or ed l oad oads < <
L bu L au >
>
Gku Unf act or ed dead dead UDL Qku Unf ac t or ed i mpos ed UD UDL Di s t anc es es ar a r e measur easur ed f r o m l ef t hand s u up ppor t
Uni f or ml y di st r i but ed l oad 1 of 1 Di s t . f r om l ef t s up uppor t t o s t ar t Di st ance f r om l ef t sup suppor t t o end Unf act or ed dead dead l oad oad Unf act or ed i mposed posed l oad oad
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
L au( 1) =0 Lbu Lbu( 1) =1. Gku( 1) =5. Qku( 1) =6
m 125 m 5 kN/ kN/ m kN/ kN/ m
Page: Made by: Dat e: Ref No:
2 Page 107 SKS 25. 04. 11
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
BMs at 20t h poi nt s ,
Page: Made by: Dat e: Ref No:
Of f i ce: f r om l ef t t o r i ght ( s aggi ng i s pos i t i ve)
0
0. 52001 0. 98529 2. 299 2. 4906 2. 7095 2. 6274 1. 7516 1. 3958 Maxi mum span bendi ng moment
1. 3958 2. 6274 2. 4906 0. 98529 2. 7369 kNm
1. 7516 2. 7095 2. 299 0. 52001
2 Page 107 SKS 25. 04. 11 1328
2. 0527 2. 7369 2. 0527 0
End shear s Shear f or ce at l ef t hand end Shear f or ce at r i ght hand end Shear f or ce
9. 7313 kN 9. 7313 kN Fv=Rl he=9. 7313 kN
Unf act or ed Unf act or ed Unf act or ed Unf act or ed
3. 0938 kN 3. 375 kN 3. 0938 kN 3. 375 kN
dead s hear at i mposed shear dead s hear at i mposed shear
LHE at LHE RHE at RHE
Mi dspan def l ect i ons Unf act or ed dead l oad def l ect i on Unf act or ed i mposed l oad def l ect n Tot al DL & i mposed def l ect i on Span: def l n r at i o f or dead l oad Span: def l n r at i o f or i mposed l oad Span: def l n r at i o f or t ot al l oad Fr om Tabl e 5 Li mi t i ng def l ect i on ( non- br i t t l e)
0. 026583 mm 0. 029 mm 0. 055583 mm 42320 38793 20240
DELl i m=L*1000/ 200 =1. 125*1000/ 200 =5. 625 mm Si nce i mposed l oad def l ect i on <= DELl i m ( 0. 029 mm <=5. 625 mm ) def l ec t i on wi t hi n l i mi t i ng val ue. St r engt h of st eel
Cl ause 3. 1. 1
For t hi ckness of 9. 3 mm Desi gn st r engt h ( Gr ade 43 )
py=275 N/ mm2
Sect i on cl as si f i cat i on Const ant ( Tabl e 7 Not e 3)
e=( 275/ py) ^0. 5 =( 275/ 275) ^0. 5 =1 Out st and b=B/ 2=101. 8/ 2=50. 9 mm Rat i o b' T=b/ T=50. 9/ 9. 3=5. 4731 Compact l i mi t i ng val ue of r at i o b' Tl i m=9. 5*e=9. 5*1=9. 5 b/ T r at i o wi t hi n l i mi t i ng val ue of 9. 5e. Com pact l i mi t i ng val ue of r at i o d' t l i m=98*e=98*1=98
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
Page: Made by: Dat e: Ref No:
3 Page 108 SKS 25. 04. 11
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
Page: Made by: Dat e: Ref No:
Of f i ce: d=D- 2*( T+r ) =203. 2- 2* ( 9. 3+7. 6) =169. 4 mm Rat i o d' t =d/ t =169. 4/ 5. 4=31. 37 d/ t r at i o wi t hi n l i mi t i ng val ue of 98e. Ther ef or e sect i on i s compact .
3 Page 108 SKS 25. 04. 11 1328
Dept h bet ween f i l l et s
Buckl i ng r esi st ance Si nc e t he beam i s s ubj ec t t o pos s i bl e l at er al t or s i onal buc kl i ng, t he buckl i ng r esi st ance moment Mb i s f i r st consi der ed r at her t han t he mom ent capaci t y Mc as a gui de t o sel ect i on. A conser vat i ve anal ysi s i s adopt ed, t aki ng t he wor st moment wi t h t he gr eat est ef f ect i ve l engt h. Equi val ent uni f or m moment Mbar =M=2. 7369 kNm Gr eat est ef f ect i ve l engt h Le=1. 125 m Sl ender ness of sect i on l am bda=( Le*1000) / ( r y*10) =( 1. 125* 1000) / ( 2. 3618* 10) =47. 633 Tor si onal i ndex x=0. 566*( ( D- T) / 10) *( A/ J ) ^0. 5 =0. 566*( ( 203. 2- 9. 3) / 10) *( 29. 4 / 7. 02) ^0. 5 =22. 459 Rat i o r at i o=l ambda/ x=47. 633/ 22. 459=2. 1208 Fact or N=0. 5 Sl ender ness f act or v=TABLE 14 f or r at i o=2. 1208, N=0. 5 =0. 95396 Fact or f r om Tabl e 13 n=1. 0 Appendi x B. 2 i s used t o cal cul at e t he buckl i ng r esi st ance m om ent . Buckl i ng par amet er u=( 4*Sx^2*( 1- I y/ I x) / ( A^2*( ( D- T) / 10) ^2) ) ^0. 25 =( 4* 234^2* ( 1- 164/ 2105) / ( 29. 4^2 *( ( 203. 2- 9. 3) / 10) ^2) ) ^0. 25 =0. 88788 Equi val ent sl ender ness l am l t =n*u*v*l am bda =1*0. 88788*0. 95396*47. 633 =40. 345 Bendi ng st r engt h pb=TABLE 11 f or l aml t =40. 345, py=275 =261. 17 N/ mm2 Buckl i ng r esi st ance Mb=Sx* pb/ 10^3 =234* 261. 17/ 10^3 =61. 114 kNm Si nce Mbar
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
Page: Made by: Dat e: Ref No:
4 Page 109 SKS 25. 04. 11
33/ 11kV PACKAGE UNI T SUBSTATI ON POWER TRANSFORMER
Page: Made by: Dat e: Ref No: Of f i ce:
4 Page 109 SKS 25. 04. 11 1328
Shear capaci t y Avx=D*t =203. 2* 5. 4=1097. 3 mm2 Pv=0. 6* py* Avx/ 1000 =0. 6*275*1097. 3/ 1000 =181. 05 kN Si nce Fv <= Pv ( 9. 7313 kN <=181. 05 kN ) shear f or ce i n web wi t hi n shear capaci t y. Shear ar ea Shear capaci t y
Moment capaci t y El ast i c modul us
Zx=I x/ ( D/ 20) =2105/ ( 203. 2/ 20) =207. 19 cm3
Si nce Fv < 0. 6 Pv Moment capaci t y f or compact sec
Mc=py*Sx/ 10^3 =275* 234/ 10^3 =64. 35 kNm Li mi t i ng val ue of moment capac Mcl i m=1. 2* py* Zx/ 1000 =1. 2*275*207. 19/ 1000 =68. 371 kNm Mc i s wi t hi n l i mi t i ng val ue, t her ef or e no r educt i on. Si nce M <= Mc ( 2. 7369 kNm <=64. 35 kNm ) appl i ed moment wi t hi n moment capaci t y. N. B. Buckl i ng r esi st ance i s l ess t han moment capaci t y and t her ef or e buckl i ng resi st ance cont r ol s t he desi gn. UNI VERSAL BEAM DESI GN SUMMARY
203 x 102 x 23 UB Gr ade 43 Shear f or ce 9. 7313 kN Shear capaci t y 181. 05 kN Appl i ed moment 2. 7369 kNm Moment capaci t y 64. 35 kNm Buckl i ng r esi st ance 61. 114 kNm Unf act or ed DL def l n 0. 026583 mm Unf act or ed LL def l n 0. 029 mm Li mi t i ng def l ect i on 5. 625 mm DL s hear at LHE 3. 0938 kN Unf act or ed LL shear at LHE 3. 375 kN end s hear s DL s hear at RHE 3. 0938 kN LL s hear at RHE 3. 375 kN No408
Page 110
Page 110
ANCHOR BOLT DESIGN
Page 111
Customer No.: Hilti AG
An ch or fas ten in g d esi gn
Page:
Location:
Quotation: Project:
1 of 4
GHANTOOT
Page 111
Customer No.:
An ch or fas ten in g d esi gn
Page:
Location:
Quotation:
Hilti AG FL-9494 Schaan
Project:
1 of 4
GHANTOOT
List No.:
HAP v3.3c
Phone:
Date:
Resp.: PSK
Project name: 15MVA PWR. TXR.
Anchor fastening design for HSA-M12 As per ETAG A nn ex C m eth od
Positioning An ch or ing pl ate: lx=250 mm ly=300 mm s1=150 mm s2=200 mm s2
Anchor Anchor in slotted hole
s1
Loads (design values) Shear Load: Vyd=-10.0 kN 1
4
2
3 Vy
Concrete Compressive class: C35/45 Compression zone / uncracked concrete Thickness of base material: 250 mm no edge reinforcement close reinforcement (close reinforcement (s <=15 cm))
Data and results must be checked for agreement with the actual existing conditions and for plausibility! HAP v3.3c ©2003 Hilti AG, FL-9494 Schaan
Hilti is a registered Trademark of Hilti AG, Schaan
27-01-2009
Page 112
Customer No.:
2 of 4
An ch or fas ten in g d esi gn
Page:
Location:
Quotation:
Hilti AG FL-9494 Schaan
Project:
GHANTOOT
List No.:
HAP v3.3c
Phone:
Date:
27-01-2009
Resp.: PSK
Project name: 15MVA PWR. TXR.
HSA-M12
Tensio n Load N Anchor Design value of tension load
1 0.0 kN
NSd,i
2 0.0 kN
3 0.0 kN
4 0.0 kN
n
Design value of anchor group
g Sd
N =∑NSd,i
=0.0 kN
i =1
Steel failu re Characteristic value for one anchor Partial safety factor
Design value of resistance
NRk,s = --γ Ms =1.00
NRd,s =
NRk,s γ Ms
h
=---
Check
NSd =0.00 NRd,s
Check
NSd =0.00 NRd,p
Pullout failure Characteristic value for one anchor Partial safety factor
Design value of resistance
NRk,p =--γ Mp =1.00
NRd,p =
NRk,p γ Mp
h
=---
Concrete cone failure 0
Initial value of the anchor resistance
NRk,c
=---
Actual area of concrete cone
Ac,N
=---
Reference area of concrete cone
Ac,N
=---
Factor for disturbance of stressed distribution
ψ s,N
=1.00
Shell spalling factor
ψ re,N
=1.00
Eccentricity of the resulting tensile load
eN,x
=0 mm
Factors for eccentrical loading
ψ ec,N,x =1.00
Factors for the position of the anchorage
ψ ucr,N =1.00
0
eN,y
=0 mm
ψ ec,N,y =1.00
Characteristic value for the anchor group 0
NRk,c =NRk,c ·
Ac,N 0 c,N
· ψ s,N · ψ re,N · ψ ec,N,x · ψ ec,N,y · ψ ucr,N =---
A
Partial safety factor
γ Mc =1.00
Design value of resistance
NRd,c =
NRk,c γ Mc
Data and results must be checked for agreement with the actual existing conditions and for plausibility! HAP v3.3c ©2003 Hilti AG, FL-9494 Schaan
Hilti is a registered Trademark of Hilti AG, Schaan
g
=---
Check
NSd NRd,c
=0.00
Page 113
Customer No.:
3 of 4
An ch or fas ten in g d esi gn
Page:
Location:
Quotation:
Hilti AG FL-9494 Schaan
Project:
GHANTOOT
List No.:
HAP v3.3c
Phone:
Date:
27-01-2009
Resp.: PSK
Project name: 15MVA PWR. TXR.
HSA-M12
Shear Load V Anchor Design value of shear in x
VSd,x,i
1 0.0 kN
2 0.0 kN
3 0.0 kN
4 0.0 kN
Design value of shear in y
VSd,y,i
-2.5 kN
-2.5 kN
-2.5 kN
-2.5 kN
n
Design value of anchor group
g Sd,x
V
n g Sd,y
=∑VSd,x,i =0.0 kN
V
=∑VSd,y,i =-10.0 kN
i =1
Resulting design value of shear
VSd,i
i =1
2.5 kN
2.5 kN
2.5 kN
2.5 kN
Steel failu re witho ut lever arm Characteristic value for one anchor Partial safety factor Design value of resistance
VRk,s =23.0 kN γ Ms =1.62 VRd,s =
VRk,s γ Ms
h
=14.2 kN
Check
VSd =0.18 VRd,s
Concrete edge failur e 0
Initial value of the anchor resistance
VRk,c
=---
Actual area of concrete cone
Ac,V
=0 mm²
Reference area of concrete cone
Ac,V
=0 mm²
Factor for disturbance of stressed distribution
ψ s,V
=1.00
Factor for member thickness
ψ h,V
=1.00
Factor for load direction
ψ α,V
=1.00
Eccentricity of the resulting shear load
eV,x
=0 mm
Factors for eccentrical loading
ψ ec,V,x =1.00
Factors for the position of the anchorage
ψ ucr,V
0
eV,y
=0 mm
ψ ec,V,y =1.00
=1.0
Characteristic value for the anchor group 0
VRk,c =VRk,c ·
Ac,V 0 c,V
· ψ s,V · ψ h,V · ψ α,V · ψ ec,V · ψ ucr,V
VRk,c,x =---
γ Mc=1.00
A
Design value of resistance
VRd,c =
VRk,c γ Mc
Data and results must be checked for agreement with the actual existing conditions and for plausibility! HAP v3.3c ©2003 Hilti AG, FL-9494 Schaan
Hilti is a registered Trademark of Hilti AG, Schaan
g
=---
Check
VSd =0.00 VRd,c
Page 114
Customer No.:
Page:
Location:
Quotation:
Hilti AG FL-9494 Schaan HAP v3.3c
Project:
GHANTOOT
List No.: Phone:
Date:
Resp.: PSK
Project name: 15MVA PWR. TXR.
Concrete pryout f ailure k=2.0 NRk,c =112.7 kN
Characteristic value for the anchor group Partial safety factor
VRk,c =225.3 kN γ Mc =1.80
Design value of resistance
27-01-2009
HSA-M12
Factor for short stiff anchors Characteristic value for the anchor group
VRd,c =
VRk,c γ Mc
Data and results must be checked for agreement with the actual existing conditions and for plausibility! HAP v3.3c ©2003 Hilti AG, FL-9494 Schaan
4 of 4
An ch or fas ten in g d esi gn
Hilti is a registered Trademark of Hilti AG, Schaan
g
=125.2 kN
Check
VSd VRd,c
=0.08
Page 115
DERBY DESIGN
Project:
33/11kv Package Unit Substation at Sir Baniyas Date
25-Apr
Page
Client:
ADDC
Design
SKS
Checked
PSK
Main contractor:
RANYA CONTRACTING ESTABLISHMENT
Rev No.
0
Approved
SAK
Structure:
POWER TRANSFORMER
Rev Date
-
DESIGN OF END BEARING PLA TE Check For Shear & Bearing capacity of plate Ref : pg16/3 Design guide to BS5950
Shear force No. of bolts in the shear direction in one row Dia of bolt
V= n= db =
10 2
kN
12
mm
Plate thick
tp =
12
mm
Length of plate in shear direction
lp =
300
mm
e2 =
50
mm
py =
275
N/mm
P bs =
460
N/mm
Shear capacity of the plate,
P vp =
0.6 py Av 0.9Anet
Hole dia per Table 36 BS5950-1
Av = = Dh =
0.9 tp (lp - 2 Dh) mm 14
Av =
2635.2
P vp =
434.8
V/2 =
5
Edge distance of top bolt Bearing strength of the plate
a) Shear Basic requirement
2 2
V/2 <=P vp
2
mm kN
V/2 < Pvp. Ok
b) Bearing Basic requirement
V/2 <=ΣP bs
& For the top bolt
P bs =db tp pbs <=1/2 e2 tp pbs db tp pbs = 1/2 e2 tp pbs = Check, db tp pbs <=1/2 e2 tp pbs = P bs =
For n rows of bolt
ΣP bs
= = V/2 =
66.24
kN
138
kN
Check Ok. 66.24
kN
n P bs 132.48 5
kN
V/2 < Sigma_Pbs. Ok
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Page 116
INPUT DRAWING
Page 117
Page 117
Page 118
Page 119
Page 120
Page 121
SOIL REPORT
Page 122
Page 122
Page 123
STRUCTURAL DRAWINGS
Page 124
Page 124
Page 125
Page 126
