Design Calculation Steel Structure Power Plant

M.K.Trading & Cont .Co L.L.C P.O.Box 2756,Ruwi, P. C. 112 Sultanate of Oman

STRUCTURAL DESIGN CALCULATIONS FOR THE CONSTRUCTION OF AT AL-MAZYOUNA NEW POWER STATION (Rev - 01)

Client

: M/S RURAL AREAS ELECTRICITY COMPANY S.A.O.C

Consultant

: M/S ATLAS INTERNATIONAL ENGG. CONSULTANTS

Main contractor

: M/S GLOBAL CHEMICALS AND MAINTENANCE SYSTEM LLC.

Civil contractor

: M/S BEST CHOICE TRADING & CONTRACTING

Str Steel Contractor

: M/S M.K. Trading & Cont. Co.LLC

DESIGN CALCULATIONS ZS Job No. Revision

E1152

1

Building Dated

01 15/06/09

M/S RURAL AREAS ELECTRICITY COMPANY S.A.O.C

Project Name Tender no.

CONSTRUCTION OF AL-MAYOUNA NEW POWER STATION IN DHOFAR 28/2008

The Total No. Of Pages in this Document Are

57

Revision “0” of this Job Was Designed By

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Checked By

NIB

Date

21-05-09

Job No:

E-1152

Building No:

01

Revision No: 01

Introduction This Design Calculations Package has been prepared using the latest applicable American codes and standards and the latest developments in engineering practices. A competent design engineer prepared the calculations and another competent engineer checked his work. Software used are STAAD for structural analysis and design. The output of these programs has been incorporated in this package. For your easy reference, all pages have been numbered and a table of contents has been provided. We have divided the package into two sections as follows: 1.

Design Information: This section contains the description of the building designed, design codes and material specifications used, design assumptions, loads and important design sketches.

2.

Computer Design Printouts: This section includes the output of computer programs used in the design.

Please use this calculations package in conjunction with the drawings provided. You can resubmit this package with the drawings to other parties for their approval as required, or, keep this package for future reference. For any questions regarding this package please do not hesitate to contact our engineering department.

Engineering Department

Job No:

E-1152

Building No:

01

Revision No: 01

Table of Contents Introduction.........................................................................................................................................2 Table of Contents ................................................................................................................................3 Section 1 : Design Information ..........................................................................................................4 Applicable Design Codes ........................................................................................................5 Material Specifications ...........................................................................................................6 Design Assumptions ................................................................................................................7 Load Combinations ................................................................................................................7 Design Summary .....................................................................................................................8 Purlin Design Sheet.................................................................................................................9 Girt Design Sheet ..................................................................................................................10 Section 2 : Computer Design Printouts...........................................................................................11 Crane beam Design ...............................................................................................................12 Main frame design GL 1 to 7 ...............................................................................................18 Bracing design .......................................................................................................................51 End wall column design .......................................................................................................52 Connection design .................................................................................................................57

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DESIGN SHEET Job No. Customer Description

E-1152

Building No.

M/S RURAL AREAS ELECTRICITY COMPANY

1

Rev. No. Date Designed By Checked By

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Section 1: Design Information • • • • • •

Applicable Design Codes Material Specifications Design Assumptions and Load Combinations Design Summary & Layout Purlin Design sheet Girt Design sheet

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Applicable Design Codes

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Applicable Design Codes The Pre-Engineered Building described in these calculations was designed according to the latest U.S.A. Buildings and Design Codes that have been referred to in the design: 1.

The loads as described in the Design Summary Sheet have been applied on the structure in accordance with: MBMA “Metal Buildings Manufacturers Association” Low Rise Building Systems Manual, 1986 1300 Sumner Ave. Cleveland, Ohio 44115.

2.

Hot rolled sections and built up components have been designed in accordance with : AISC “American Institute of Steel Construction” Manual of Steel Construction - Allowable Stress Design, 1989 Edition. 1 East Wacker Drive, Suite 3100, Chicago, Illinois 60601-2001.

3.

Cold formed components have been designed in accordance with: AISI “American Iron and Steel Institute” Cold Formed Steel Design Manual, 2001 Edition 1000 16th Street, NW, Washington, DC 20036.

4.

Welding has been applied in accordance with: AWS D1.1:2006 “American Welding Society” Structural Welding Code - Steel, 17th Edition. 550 N.W. LeJeune Road, Miami, Florida 33126.

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Material Specifications

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Material Specifications The following is the list of the material standards and specifications for which the building components have been designed:

Sl. No

Materials

Specifications

Grade

1.

Built-Up Members

BS EN 10025 S275 JR

Fy = 27.5 kN/cm2

2.

Hot-Rolled Members • Beams

BS EN 10025 S275 JR

Fy = 27.5 kN/cm2

•

Columns

BS EN 10025 S275 JR

Fy = 27.5 kN/cm2

•

Channels

BS EN 10025 S275 JR

Fy = 27.5 kN/cm2

Cold Formed Secondary Members • Black

ASTM A 607 Grade 50

Fy = 34.5 kN/cm2

•

ASTM A 653 SQ50 Class 1

Fy = 34.5 kN/cm2

3.

Galvanized

4.

Sheeting Panels

ASTM A446

Grade D

5.

X-Bracing Members • Rods • Angles

BS EN 10025 S275 JR BS EN 10025 S275 JR

Fy = 27.5 kN/cm2 Fy = 27.5 kN/cm2

6.

Anchor Bolts

BS EN 10025 S275 JR

Grade 4.6

7.

High Strength Bolts- Primary

BS EN 10025 S275 JR

Grade 8.8

8.

Secondary Member Bolts

BS EN 10025 S275 JR

Grade 4.6

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Design Assumptions and Load Combinations


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Design Assumptions • The main frame rafters and exterior columns are rigidly connected to each other (using moment type connections). The rafters are continuous over the columns. •

The exterior columns are pin connected to the foundations.

•

The lateral stability of the building is provided through the frame action of the main frames.

• The longitudinal stability of the building is provided through the truss action in the cross braced bays of the building. • The roof purlins are continuous beams supported at rigid frame locations and span the bay spacing of the building. •

The roof and wall sheeting provide lateral support for purlins and girts.

Load Combinations •

Dead Load + Live Load

•

Dead Load + Wind Load

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DESIGN SHEET E-1152

Job No. Customer Description

1

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Design Summary


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Design Summary Frame Type Building Width (MM)

Clear Span 11850 C/C of Steel col.

Bay Spacing (MM)

5800+4@5950+5800 C/C of Steel frame 8000 Clear 1: 10 0.57 KN/M2 0.57 KN/M2 165.6 KM/Hour

Eave Height (MM) Roof Slope Live Load (Roof) Live Load (Frame) Wind Speed ( 3 sec. gust ) Dead Load (Self Wt) Collateral load Other loads : NIL

Crane Beam Design Mezzanine Fascia Left End Wall Type :

0.17 0.00

KN/M2 KN/M2

Panel Roof: TOP BOT

Type Sandwich Panel

Thick 26 Gauge

Material GI

Liner PU Insulation Single Skin Wall Cold Formed Sections Finish

26 Gauge 50mm 26 Gauge

GI PU 35kg/cum GI GI

Lap: 350mm(end bay) & 80mm(interior) Purlin 202Z15 For All Bays Max. spacing= 1600mm Lap: 350mm(end bay) & 80mm(interior) SW Girt 202Z15 For All Bays Max. spacing= 1580mm Lap: 350mm EW Girt 202Z15 For All Bays Max. spacing= 1600mm

NIL NIL NIL Main frame

Eave Strut Bracing Near Side Wall Far Side Wall Roof

SAME AS PURLIN ROD 2 No. Of Bays 2 No. Of Bays 2 No. Of Bays

Type Type Type

ROD ROD ROD

6400+5800 C/C of Steel Col.

Left End Wall

No. Of Bays

NIL

Type

NIL

Right End Wall

No. Of Bays

NIL

Type

NIL

Column Spacing : Right End Wall Type :

Main frame 6400+5800 C/C of Steel Col.

Column Spacing : 7

1

Rigid Frames On Grid Lines

1 TO 7 A

Remarks: * ALL AROUND FULL HEIGHT SHEETING RIDGE LINE

D

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DESIGN SHEET E-1152


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Purlin Design Sheet

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Purlin Design Sheet Sag Rods Welded Plate

No 1 No

12 No ASD

Liner Design

Total Weight Deflection Limit (Gravity Loads) Deflection Limit (Wind Load)

153.53 180 120

Kgs.

Design Calculation Sheet for Zee Purlins Spans DL+LL WL SUCTION

m kN/m kN/m

6.00

Wind Increase

6.00

6.00

6.00

6.00

Span =

1.52 1.52 1.52 1.52 1.52 1.52 1.81 1.52 1.52 1.52 1.52 1.52 The above values are calculated by adding the loads and multiplying by the purlin spacing.

1 Purlin Sizes Purlin Lap

6.00

Axial Load =

1 200Z15 C

1 200Z15

1 200Z15

1

1

1

Print Print All All

1

1

1

1

200Z15

200Z15 200Z15 C C= Continous lap 350 mm each side.

1.33

By Structrural analysis using Stiffness Matrix Analysis the following Internal Forces are obtained ** DL+LL Moment-Left Support Moment-Left Lap Moment-Mid Span Moment-Right Lap Shear-Left Lap Shear-Right Lap ** WL SUCTION Moment-Left Support Moment-Left Lap Moment-Mid Span Moment-Right Lap Shear-Left Lap Shear-Right Lap

kN.m kN.m kN.m kN.m

0.00 0.00 4.25 -4.05

-5.79 -4.12 3.42 -1.40

-1.40 -1.40 5.44 -1.40

-1.40 -1.40 5.44 -1.40

-1.40 -1.40 3.42 -4.12

-5.79 -4.05 4.25 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

kN kN

3.60 -5.02

4.79 -3.83

4.56 -4.56

4.56 -4.56

3.83 -4.79

5.02 -3.60

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

kN.m kN.m kN.m kN.m

0.00 0.00 5.24 -4.45

-6.50 -4.82 2.87 -1.86

-1.86 -1.86 4.99 -1.86

-1.86 -1.86 4.99 -1.86

-1.86 -1.86 3.16 -4.16

-5.80 -4.06 4.26 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

kN kN

4.36 -5.93

4.84 -3.80

4.57 -4.57

4.57 -4.57

3.91 -4.72

5.03 -3.60

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00

0.00

0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

By checking the stresses as per AISI 2001 NAS the following Stress Ratios ( Actual Stress / Allowable Stress ) are obtained Shear strength as per section C3.2 Bending strength as per section C3.1 Web Crippling strength as per section C3.4 Combined Bending & Shear strength as per section C3.3 Combined Bending & Web Crippling as per section C3.5

The Maximum Value of these Stress Ratios are reported below

** DL+LL Left Support Left Lap Mid Span Right Lap

0.86 0.32 0.75 0.71

0.81 0.72 0.60 0.34

0.63 0.41 0.96 0.41

0.68 0.41 0.96 0.41

0.63 0.34 0.60 0.72

0.81 0.71 0.75 0.32

0.54

Deflection Cm Allowable Cm

2.00 3.33

1.50 3.33

3.07 3.33

3.07 3.33

1.50 3.33

2.00 3.33

0.00

0.49 0.29 0.69 0.59 0.00 2.54 5.00

0.82 0.64 0.38 0.25 0.00 1.09 5.00

0.47 0.31 0.66 0.31 0.00 2.75 5.00

0.51 0.31 0.66 0.31 0.00 2.75 5.00

0.48 0.26 0.42 0.55 0.00 1.34 5.00

0.74 0.54 0.56 0.24 0.00 2.01 5.00

0.40

** WL SUCTION Left Support Left Lap Mid Span Right Lap Deflection Cm Allowable Cm

-Ve -Ve

0.00 0.00

All Stress Ratios as per above are less than 1.0 - Use Sizes as given above. Last Revised on 13-Feb-2007

Point of CF - Left Unbraced Length Point of CF Right Sag Rod Spacing from Centre

m m m m

0.00 4.81 1.19 2.40

1.57 3.88 0.55 1.94

0.44 5.12 0.44 2.56

0.44 5.12 0.44 2.56

0.53 4.08 1.39 2.04

1.27 4.73 0.00 2.37

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

10 1

kN

Due to wind

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DESIGN SHEET E-1152


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Girt Design Sheet Sag Rods Welded Plate

No 1 No

6.00

6.00

Liner Design

12 No ASD

Total Weight Deflection Limit (Wind Loads) Deflection Limit (Wind Load)

206.47 180 120

Kgs.

Design Calculation Sheet for Zee Girts Spans WL PRESSURE WL SUCTION

m kN/m kN/m

Wind Increase

6.00

6.00

6.00

1.44 1.44 1.44 1.44 1.44 1.44 -1.58 -1.58 -1.58 -1.58 -1.58 -1.58 The above values are calculated by adding the loads and multiplying by the purlin spacing.

1 Girt Sizes Girt Lap

6.00

1 200Z15 C

1 200Z15 S

1

1

1

1

5.80

6.40

1.44 -1.58

1.44 -1.58

Shear-Left Lap Shear-Right Lap ** WL SUCTION Moment-Left Support Moment-Left Lap Moment-Mid Span Moment-Right Lap Shear-Left Lap Shear-Right Lap

1

200Z15 200Z15 200Z15 200Z15 200Z15 S S C C S= Short lap 65 mm each side. C= Continous lap 350 mm each side.

1

1

200Z15

1.33

kN.m kN.m kN.m kN.m

0.00 0.00 4.02 -3.83

-5.47 -3.91 3.19 -1.40

-1.40 -1.40 5.07 -1.40

-1.40 -1.40 5.07 -1.40

-1.40 -1.40 3.19 -3.91

-5.47 -3.83 4.02 0.00

0.00 0.00 0.00 0.00

0.00 0.00 3.15 -5.06

-6.74 -4.95 4.38 0.00

0.00 0.00 0.00 0.00

kN kN

3.40 -4.75

4.52 -3.63

4.31 -4.31

4.31 -4.31

3.63 -4.52

4.75 -3.40

0.00 0.00

3.01 -4.86

5.18 -3.55

0.00 0.00

kN.m kN.m kN.m kN.m

0.00 0.00 -4.42 4.21

6.02 4.31 -3.33 1.86

1.86 1.86 -5.26 1.86

1.86 1.86 -5.26 1.86

1.86 1.86 -3.33 4.31

6.02 4.21 -4.42 0.00

0.00 0.00 0.00 0.00

0.00 0.00 -3.46 5.56

7.41 5.44 -4.82 0.00

0.00 0.00 0.00 0.00

kN kN

-3.74 5.23

-4.92 4.05

-4.74 4.74

-4.74 4.74

-4.05 4.92

-5.23 3.74

0.00 0.00

-3.31 5.34

-5.70 3.90

0.00 0.00

By checking the stresses as per AISI 2001 NAS the following Stress Ratios ( Actual Stress / Allowable Stress ) are obtained Shear strength as per section C3.2 Bending strength as per section C3.1 Web Crippling strength as per section C3.4 Combined Bending & Shear strength as per section C3.3 Combined Bending & Web Crippling as per section C3.5

The Maximum Value of these Stress Ratios are reported below

** WL PRESSURE Left Support Left Lap Mid Span Right Lap

0.61 0.23 0.53 0.51

0.57 0.52 0.42 0.24

0.45 0.29 0.67 0.29

0.48 0.29 0.67 0.29

0.45 0.24 0.42 0.52

0.57 0.51 0.53 0.23

0.38

0.34 0.20 0.42 0.67

0.62 0.65 0.58 0.24

0.40

Deflection Cm Allowable Cm

1.90 3.33

1.40 3.33

2.85 3.33

2.85 3.33

1.40 3.33

1.90 3.33

0.00

1.11 3.22

2.25 3.56

0.00

0.25 0.25 0.83 0.56 0.00 2.08 5.00

0.40 0.57 0.63 0.27 0.00 1.42 5.00

0.16 0.32 0.99 0.32 0.00 2.91 5.00

0.16 0.32 0.99 0.32 0.00 2.91 5.00

0.16 0.27 0.63 0.57 0.00 1.42 5.00

0.40 0.56 0.83 0.25 0.00 2.08 5.00

0.25

0.22 0.22 0.65 0.73 0.00 1.23 4.83

0.49 0.72 0.91 0.26 0.00 2.47 5.33

0.26

** WL SUCTION Left Support Left Lap Mid Span Right Lap Deflection Cm Allowable Cm

-Ve -Ve

0.00 0.00

0.00 0.00

All Stress Ratios as per above are less than 1.0 - Use Sizes as given above. Last Revised on 13-Feb-2007

Point of CF - Left Unbraced Length Point of CF Right Sag Rod Spacing from Centre

m m m m

0.00 4.73 1.27 2.37

1.39 4.10 0.51 2.05

0.42 5.16 0.42 2.58

0.42 5.16 0.42 2.58

0.51 4.10 1.39 2.05

1.27 4.73 0.00 2.37

0.00 0.00 0.00 0.00

10

Span =

1

Print Print All All 1

By Structrural analysis using Stiffness Matrix Analysis the following Internal Forces are obtained ** WL PRESSURE Moment-Left Support Moment-Left Lap Moment-Mid Span Moment-Right Lap

Axial Load =

0.00 4.18 1.62 2.09

1.46 4.94 0.00 2.47

0.00 0.00 0.00 0.00

kN

Due to wind

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Computer Design Printouts

Section 2:

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Computer Design Printouts

• Crane Beam Design • Main frame design GL 1 To 7 • End wall column design • Connection and base plate design

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Crane beam Design M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT -----------------------_________________________________________________________________________________________________

RUN DESCRIPTION AND DESIGN CONSTRAINTS ---------------------------------------------------Run description | Design constraints | defl |Lift ht| AOS | L/___ | (M) | ---------------------------------------------------E-BESTCHOI-POWER PLT 600.00 7.00 1.00 BRIDGE INPUT ------------------------------------------------------------------------------------------------| Lift Capacity | Bridge weight | Trolley weight| Wheel load | Wheel base | Sys span | Brge 1| Brge 2| Brge 1| Brge 2| Brge 1| Brge 2| Brge 1| Brge 2|Brge 1 |Brge 2 | Dist (M) | (kn) | (kn) | (kn) | (kn) | (kn) | (kn) | (kn) | (kn) | (M) | (M) | (M) ------------------------------------------------------------------------------------------------11.00 50.00 0.00 30.00 0.00 3.70 0.00 31.90 0.00 2.20 0.00 0.00 RUNWAY BEAM AND RAIL INPUT --------------------------------------------------------| Depth limits | Stiff |Section| Rail span | Min | Max |Spacing| Type |Weight | Depth (M) | (mm) | (mm) | (mm) | | (kg/M)| (mm) --------------------------------------------------------6.00 370.00 370.00 0.00 C W F 11.80 60.00 MATERIAL YIELDS AND IMPACT FACTORTS ----------------------------------------------------------------Material yields | Impact Factors Flange | Web |Channel| M or W| lat |vrt dsg|vrt rea| long (mpa) | (mpa) | (mpa) | (mpa) | | | | ----------------------------------------------------------------344.00 275.00 275.00 275.00 0.20 0.10 0.10 0.10

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M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT -----------------------_________________________________________________________________________________________________

WHEEL LOADS AND LOCATIONS -----------------------------------------------------------Wheel 1 | Wheel 2 | Wheel 3 | Wheel 4 load | loc | load | loc | load | loc | load | loc (kn) | (M) | (kn) | (M) | (kn) | (M) | (kn) | (M) -----------------------------------------------------------35.09 1.36 35.09 3.56 0.00 0.00 0.00 0.00 STRESSES AND RATIOS S t r e s s e s R a t i o s ----------------------------------------------------------------------------------------------------------Point | Axial | V e r t i c a l | Lateral | Both Loc | fa | Fa | fb | Fb | ft | Ft | fv | Fv | fb | Fb | B-A | CSR (M) | (mpa) | (mpa) | (mpa) | (mpa) | (mpa) | (mpa) |(mpa) | (mpa) | (mpa) | (mpa) | | ----------------------------------------------------------------------------------------------------------0.00 1.03 108.23 0.00 146.65 0.00 206.40 23.35 89.40 0.00 165.00 0.01 0.26 0.15 1.03 108.23 6.72 146.65 12.43 206.40 23.30 89.40 2.04 165.00 0.07 0.26 0.31 1.03 108.23 13.42 146.65 24.83 206.40 23.25 89.40 4.08 165.00 0.13 0.26 0.46 1.03 108.23 20.11 146.65 37.21 206.40 23.20 89.40 6.12 165.00 0.18 0.26 0.62 1.03 108.23 26.79 146.65 49.56 206.40 23.15 89.40 8.16 165.00 0.24 0.26 0.77 1.03 108.23 33.45 146.65 61.89 206.40 23.10 89.40 10.20 165.00 0.30 0.30 0.92 1.03 108.23 40.09 146.65 74.19 206.40 23.05 89.40 12.24 165.00 0.36 0.36 1.08 1.03 108.23 46.73 146.65 86.46 206.40 23.00 89.40 14.27 165.00 0.41 0.42 1.23 1.03 108.23 53.34 146.65 98.71 206.40 22.96 89.40 16.31 165.00 0.47 0.48 1.38 1.03 108.23 59.02 146.65 109.21 206.40 3.94 89.40 18.06 165.00 0.52 0.53 1.54 1.03 108.23 60.15 146.65 111.30 206.40 3.89 89.40 18.37 165.00 0.53 0.54 1.69 1.03 108.23 61.26 146.65 113.36 206.40 3.84 89.40 18.68 165.00 0.54 0.55 1.85 1.03 108.23 62.36 146.65 115.39 206.40 3.79 89.40 19.00 165.00 0.55 0.56 2.00 1.03 108.23 63.45 146.65 117.40 206.40 3.74 89.40 19.31 165.00 0.56 0.57 2.15 1.03 108.23 64.52 146.65 119.38 206.40 3.69 89.40 19.62 165.00 0.57 0.58 2.31 1.03 108.23 65.57 146.65 121.34 206.40 3.64 89.40 19.93 165.00 0.58 0.59 2.46 1.03 108.23 66.62 146.65 123.27 206.40 3.60 89.40 20.24 165.00 0.59 0.60 2.62 1.03 108.23 67.64 146.65 125.17 206.40 3.55 89.40 20.55 165.00 0.60 0.61 2.77 1.03 108.23 68.66 146.65 127.05 206.40 3.50 89.40 20.87 165.00 0.60 0.62 2.92 1.03 108.23 69.66 146.65 128.90 206.40 3.45 89.40 21.18 165.00 0.61 0.62 3.08 1.03 108.23 70.65 146.65 130.72 206.40 3.40 89.40 21.49 165.00 0.62 0.63 3.23 1.03 108.23 71.62 146.65 132.52 206.40 3.35 89.40 21.80 165.00 0.63 0.64 3.38 1.03 108.23 72.57 146.65 134.29 206.40 3.30 89.40 22.11 165.00 0.64 0.65 3.54 1.03 108.23 73.52 146.65 136.04 206.40 3.25 89.40 22.42 165.00 0.65 0.66 3.69 1.03 108.23 69.70 146.65 128.97 206.40 15.76 89.40 21.23 165.00 0.61 0.62 3.85 1.03 108.23 65.15 146.65 120.55 206.40 15.81 89.40 19.82 165.00 0.57 0.58

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M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT ____________________________________________________________________________________________________________ 4.00 4.15 4.31 4.46 4.62 4.77 4.92 5.08 5.23 5.38 5.54 5.69 5.85 6.00

1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03 1.03

108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23 108.23

60.59 56.01 51.42 46.82 42.20 37.57 32.92 28.26 23.59 18.90 14.19 9.48 4.75 -0.00

146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65 146.65

112.11 103.65 95.15 86.63 78.09 69.52 60.92 52.29 43.64 34.97 26.26 17.54 8.78 -0.00

206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40 206.40

STRESS DEPENDENT PROPERTIES ---------------------------------------------------------Point | Hw Area Sx | Shear Loc | eff | eff | eff | Qa | amp | Flow (M) | (mm) | (mm2) | (mm3) | | | (kn/M) ---------------------------------------------------------WHEEL LOADS AND LOCATIONS 0.00 370.00 6.17 1669.23 1.00 1.00 118.43 0.15 370.00 6.17 1669.23 1.00 1.00 118.19 0.31 370.00 6.17 1669.23 1.00 1.00 117.94 0.46 370.00 6.17 1669.23 1.00 1.00 117.69 0.62 370.00 6.17 1669.23 1.00 1.00 117.44 0.77 370.00 6.17 1669.23 1.00 1.00 117.19 0.92 370.00 6.17 1669.23 1.00 1.00 116.94 1.08 370.00 6.17 1669.23 1.00 1.00 116.69 1.23 370.00 6.17 1669.23 1.00 1.00 116.44 1.38 370.00 6.17 1669.23 1.00 1.00 19.98 1.54 370.00 6.17 1669.23 1.00 1.00 19.73 1.69 370.00 6.17 1669.23 1.00 1.00 19.48 1.85 370.00 6.17 1669.23 1.00 1.00 19.23 2.00 370.00 6.17 1669.23 1.00 1.00 18.98 2.15 370.00 6.17 1669.23 1.00 1.00 18.74 2.31 370.00 6.17 1669.23 1.00 1.00 18.49 2.46 370.00 6.17 1669.23 1.00 1.00 18.24 2.62 370.00 6.17 1669.23 1.00 1.00 17.99 2.77 370.00 6.17 1669.23 1.00 1.00 17.74 2.92 370.00 6.17 1669.23 1.00 1.00 17.49 3.08 370.00 6.17 1669.23 1.00 1.00 17.24

15.86 15.91 15.96 16.01 16.06 16.11 16.16 16.21 16.26 16.30 16.35 16.40 16.45 16.50

89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40 89.40

18.40 16.99 15.57 14.16 12.74 11.32 9.91 8.49 7.08 5.66 4.25 2.83 1.42 -0.00

165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00 165.00

0.53 0.49 0.45 0.41 0.37 0.33 0.29 0.25 0.21 0.17 0.13 0.09 0.05 0.01

0.54 0.50 0.46 0.42 0.38 0.34 0.30 0.25 0.21 0.18 0.18 0.18 0.18 0.18

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M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT ____________________________________________________________________________________________________________ 3.23 3.38 3.54 3.69 3.85 4.00 4.15 4.31 4.46 4.62 4.77 4.92 5.08 5.23 5.38 5.54 5.69 5.85 6.00

370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00 370.00

6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17 6.17

1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23 1669.23

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

16.99 16.74 16.50 79.97 80.22 80.46 80.71 80.96 81.21 81.46 81.71 81.96 82.21 82.46 82.71 82.95 83.20 83.45 83.70

MEMBER FORCES AND DEFLECTIONS M e m b e r F o r c e s Deflections ----------------------------------------------------------Point | Axial | Vertical |Lateral| Vert |Lateral loc | | Moment| Shear | Moment| | (M) | (kn) | (kn-M)| (kn) | (kn-M)| (mm) | (mm) ----------------------------------------------------------0.00 6.38 0.00 43.20 0.00 0.00 0.00 0.15 6.38 6.64 43.10 0.49 0.82 0.29 0.31 6.38 13.26 43.01 0.98 1.64 0.59 0.46 6.38 19.87 42.92 1.46 2.44 0.87 0.62 6.38 26.47 42.83 1.95 3.23 1.16 0.77 6.38 33.05 42.74 2.44 4.00 1.43 0.92 6.38 39.62 42.65 2.93 4.75 1.70 1.08 6.38 46.18 42.56 3.41 5.46 1.95 1.23 6.38 52.72 42.47 3.90 6.14 2.20 1.38 6.38 58.33 7.29 4.32 6.78 2.43 1.54 6.38 59.44 7.20 4.39 7.37 2.64 1.69 6.38 60.54 7.11 4.47 7.91 2.83 1.85 6.38 61.63 7.01 4.54 8.39 3.00 2.00 6.38 62.70 6.92 4.62 8.82 3.16 2.15 6.38 63.76 6.83 4.69 9.18 3.29 2.31 6.38 64.80 6.74 4.77 9.48 3.40

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M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT _______________________________________________________________________________________________ 2.46 2.62 2.77 2.92 3.08 3.23 3.38 3.54 3.69 3.85 4.00 4.15 4.31 4.46 4.62 4.77 4.92 5.08 5.23 5.38 5.54 5.69 5.85 6.00

6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38 6.38

65.83 66.85 67.85 68.84 69.81 70.77 71.72 72.65 68.88 64.38 59.87 55.35 50.82 46.27 41.70 37.12 32.53 27.93 23.31 18.67 14.03 9.36 4.69 -0.00

6.65 6.56 6.47 6.38 6.29 6.20 6.11 6.02 29.17 29.26 29.35 29.44 29.53 29.62 29.71 29.80 29.89 29.98 30.07 30.16 30.25 30.35 30.44 30.53

4.84 4.92 4.99 5.06 5.14 5.21 5.29 5.36 5.08 4.74 4.40 4.06 3.72 3.39 3.05 2.71 2.37 2.03 1.69 1.35 1.02 0.68 0.34 -0.00

9.73 9.91 10.03 10.09 10.09 10.03 9.90 9.71 9.47 9.16 8.78 8.35 7.86 7.31 6.72 6.08 5.41 4.70 3.96 3.20 2.42 1.62 0.81 -0.00

3.48 3.55 3.59 3.61 3.61 3.59 3.54 3.48 3.39 3.28 3.14 2.99 2.81 2.62 2.41 2.18 1.94 1.68 1.42 1.14 0.86 0.58 0.29 -0.00

BEAM COMPONENTS Top (comp) flange Web Bottom (tens) flange -----------------------------------------------------------------------------------------------------------Channel | Plate | Plate | Plate Description | d | wt | yield | w | t | yield | height| t | yield | w | t | yield | (mm) |(kg/M)| (mpa) | (mm) | (mm) | (mpa) | (mm) | (mm) | (mpa) | (mm) | (mm) | (mpa) -----------------------------------------------------------------------------------------------------------C230X75X26 230.00 25.70 275.00 0.00 0.0000 0.00 370.00 5.0000 275.00 175.00 6.0000 344.00 FULL BEAM PROPERTIES --------------------------------------------------------------------------------------------| X-Axis Properties | Y-Axis properties dpth | wt | area | Ybar | Ix | Rx | Sxc | Sxt | Iy | Sy | Ry | Rt (mm) |(kg/M)| (mm2) | (mm) | (mm4) | (mm) | (mm3)| (mm3) | (mm4) | (mm3)| (mm) | (mm) --------------------------------------------------------------------------------------------382 48 6170 248 133 147 988 534.05 30 239 70 84

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M.K. Trading & Cont. Co. LLC PO Box 2756, PC 112, RUWI SULTANATE OF OMAN 968-24810725 CRANE BEAM DESIGN REPORT ------------------------

PAGE 6 DATE 4/29/2009 TIME 19:15:26 ________________________________________________________________________________________________________________________

FORCES APPLIED TO SUPPORTS ----------------------------Large Small vert | lat | vert | lat (kn) | (kn) | (kn) | (kn) ----------------------------60.86 4.39 21.42 4.39 BEARING STIFFENER INPUT --------------------------------------------------------Bearing | Web | Flg |Bearing| Y i e l d s length | Thick | Thick |Plt Thk| Web |Flange | Stiff (mm) | (mm) | (mm) | (mm) | (mpa) | (mpa) | (mpa) --------------------------------------------------------76.20 5.00 6.00 12.70 275.00 344.00 344.00 BEARING STIFFENER RESULTS ------------------------------------------------| Max Rct no st |Mx Wb h| Stiff | Stiff React | Rc | Ry |no stif| Width | Thk (kn) | (kn) | (kn) | (mm) | (mm) | (mm) ------------------------------------------------30.43 44.15 82.77 820.29 76.20 0.00

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Main frame design GL 1 to 7 **************************************************** * * * STAAD.Pro * * Version 2006 Bld 1002.US * * Proprietary Program of * * Research Engineers, Intl. * * Date= MAY 20, 2009 * * Time= 11:57:17 * * * **************************************************** 1. STAAD PLANE INPUT FILE: MF.STD 2. START JOB INFORMATION 3. ENGINEER DATE 29-APR-09 4. JOB NAME NEW POWR STATION 5. JOB CLIENT M/S BEST CHOICE 6. JOB NO E-11 7. JOB REV 00 8. JOB PART MAIN FRAME 9. ENGINEER NAME NIB 10. END JOB INFORMATION 11. INPUT WIDTH 79 12. UNIT METER KN 13. JOINT COORDINATES 14. 1 0 0 0; 2 0 8.45 0; 3 6.1 9.06 0; 4 12.2 8.45 0; 5 12.2 0 0; 6 0 6.29777 0

15. 16. 17. 18. 19. 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. 31. 32. 33. 34. 35. 36. 37. 38. 39.

7 12.2 6.29777 0; 8 0.75 6.29777 0; 9 11.45 6.29777 0 MEMBER INCIDENCES 1 1 6; 2 3 2; 3 3 4; 4 5 7; 5 6 2; 6 7 4; 7 6 8; 8 7 9 SUPPORTS 1 5 PINNED DEFINE MATERIAL START ISOTROPIC STEEL E 2.05E+008 POISSON 0.3 DENSITY 76.8195 ALPHA 1.2E-005 DAMP 0.03 END DEFINE MATERIAL CONSTANTS MATERIAL STEEL ALL UNIT MMS KN MEMBER PROPERTY AMERICAN *--------------RAFTER------------------- 2 3 TAPERED 350 5 350 175 6 175 6 *--------------COLUMN------------------- 1 4 TAPERED 250 5 400 175 6 175 6 5 6 TAPERED 400 5 400 175 6 175 6 UNIT METER KN MEMBER PROPERTY BRITISH 7 8 TABLE ST UB305X165X40

Page 19 of 57


40. 41. 42. 43. 44. 45. 46. 47. 48. 49.

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MEMBER OFFSET 2 END 0.275 0 0 3 END -0.275 0 0 5 END 0.075 0 0 6 END -0.075 0 0 1 END 0.075 0 0 5 START 0.075 0 0 4 END -0.075 0 0 6 START -0.075 0 0 *ENCLOSED BULDING- MBMA '86

50. *-------------------------------------------------------------------- 51. * BAY =6M DEAD L=0.17KN/SQM COLL=0KN/SQM ROOF LL=0.57KN/SQM 52. *-------------------------------------------------------------------- -

53. 54. 55. 56. 57. 58. 59. 60. 61. 62. 63. 64. 65. 66. 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77. 78. 79. 80. 81. 82. 83. 84. 85. 86. 87. 88. 89. 90.

LOAD 1 LOADTYPE DEAD TITLE DEAD MEMBER LOAD 2 UNI GY -1.02 3 UNI GY -1.02 SELFWEIGHT Y -1 *----------------------------------------------------LOAD 2 LOADTYPE ROOF LIVE TITLE LIVE MEMBER LOAD 2 UNI GY -3.42 3 UNI GY -3.42 *----------------------------------------------------LOAD 3 LOADTYPE FLUIDS TITLE TITLE COLL MEMBER LOAD 2 UNI GY 0 3 UNI GY 0 *----------------------------------------------------LOAD 4 LOADTYPE WIND TITLE WIND LEFT MEMBER LOAD 1 5 UNI GX 1.36 2 UNI Y 5.438 3 UNI Y 3.535 4 6 UNI GX 2.991 *----------------------------------------------------LOAD 5 LOADTYPE WIND TITLE WIND RIGHT MEMBER LOAD 1 5 UNI GX -2.991 2 UNI Y 3.535 3 UNI Y 5.438 4 6 UNI GX -1.36 *----------------------------------------------------LOAD 6 LOADTYPE WIND TITLE WIND END A-A MEMBER LOAD 1 5 UNI GX -3.807 2 UNI Y 5.438 3 UNI Y 3.535 4 6 UNI GX 3.807 *----------------------------------------------------LOAD 7 LOADTYPE WIND TITLE WIND END B-B

-

-

-

-

-

-

NIB

Page 20 of 57


91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110. 111. 112. 113. 114. 115. 116. 117. 118. 119. 120. 121. 122. 123. 124. 125. 126. 127. 128. 129. 130. 131. 132. 133. 134. 135. 136. 137. 138. 139. 140. 141.

E-1152

Building No.


1


MEMBER LOAD 1 5 UNI GX -3.807 2 UNI Y 3.535 3 UNI Y 5.438 4 6 UNI GX 3.807 *----------------------------------------------------*CRANE LOADS *----------------------------------------------------LOAD 8 LOADTYPE CRANE HOOK TITLE CRL1 JOINT LOAD 8 FY -61 9 FY -22 8 FX -4.5 9 FX -4.5 *----------------------------------------------------LOAD 9 LOADTYPE CRANE HOOK TITLE CRL2 JOINT LOAD 8 FY -61 9 FY -22 8 FX 4.5 9 FX 4.5 *----------------------------------------------------LOAD 10 LOADTYPE CRANE HOOK TITLE CRL3 JOINT LOAD 8 FY -22 9 FY -61 8 FX -4.5 9 FX -4.5 *----------------------------------------------------LOAD 11 LOADTYPE CRANE HOOK TITLE CRL4 JOINT LOAD 8 FY -22 9 FY -61 8 FX 4.5 9 FX 4.5 *----------------------------------------------------*LOAD COMBINATION STARTS *----------------------------------------------------LOAD COMB 100 DL+LL 1 1.0 3 1.0 LOAD COMB 101 DL+LL+CL 1 1.0 2 1.0 3 1.0 *DL+WIND LOAD ---------- LOAD COMB 102 DL+WL 1 0.75 4 0.75 LOAD COMB 103 DL+WR 1 0.75 5 0.75 LOAD COMB 104 DL+WE-A 1 0.75 6 0.75 LOAD COMB 105 DL+WE-B 1 0.75 7 0.75

00

01

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-

-

-

-

-

NIB

Page 21 of 57


142. 143. 144. 145. 146. 147. 148. 149. 150. 151. 152. 153. 154. 155. 156. 157. 158. 159. 160. 161. 162. 163. 164. 165. 166. 167. 168. 169. 170. 171. 172. 173. 174. 175. 176. 177. 178. 179. 180. 181. 182. 183. 184. 185. 186. 187. 188. 189. 190. 191. 192. 193. 194.

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*DL+CL+WIND LOAD ---------- LOAD COMB 106 DL+CL+WL 1 0.75 4 0.75 3 0.75 LOAD COMB 107 DL+CL+WR 1 0.75 5 0.75 3 0.75 LOAD COMB 108 DL+CL+WE-A 1 0.75 6 0.75 3 0.75 LOAD COMB 109 DL+CL+WE-B 1 0.75 7 0.75 3 0.75 *DL+CL+CRANE LOAD ---------- LOAD COMB 110 DL+CL+CRL1 1 1.0 3 1.0 8 1.0 LOAD COMB 111 DL+CL+CRL2 1 1.0 3 1.0 9 1.0 LOAD COMB 112 DL+CL+CRL3 1 1.0 3 1.0 10 1.0 LOAD COMB 113 DL+CL+CRL4 1 1.0 3 1.0 11 1.0 *DL+CRANE LOAD+WIND LOAD ---------- LOAD COMB 114 DL+WL+CL+CRL1 1 0.75 4 0.375 3 0.75 8 0.75 LOAD COMB 115 DL+WL+CL+CRL2 1 0.75 4 0.375 3 0.75 9 0.75 LOAD COMB 116 DL+WL+CL+CRL3 1 0.75 4 0.375 3 0.75 10 0.75 LOAD COMB 117 DL+WL+CL+CRL4 1 0.75 4 0.375 3 0.75 11 0.75 *DL+CL+CRANE LOAD+WIND LOAD---------- LOAD COMB 118 DL+WR+CL+CRL1 1 0.75 5 0.375 3 0.75 8 0.75 LOAD COMB 119 DL+WR+CL+CRL2 1 0.75 5 0.375 3 0.75 9 0.75 LOAD COMB 120 DL+WR+CL+CRL3 1 0.75 5 0.375 3 0.75 10 0.75 LOAD COMB 121 DL+WR+CL+CRL4 1 0.75 5 0.375 3 0.75 11 0.75 LOAD COMB 122 DL+WE-A+CL+CRL1 1 0.75 6 0.375 3 0.75 8 0.75 LOAD COMB 123 DL+WE-A+CL+CRL2 1 0.75 6 0.375 3 0.75 9 0.75 LOAD COMB 124 DL+WE-A+CL+CRL3 1 0.75 6 0.375 3 0.75 10 0.75 LOAD COMB 125 DL+WE-A+CL+CRL4 1 0.75 6 0.375 3 0.75 11 0.75 LOAD COMB 126 DL+WE-B+CL+CRL1 1 0.75 7 0.375 3 0.75 8 0.75 LOAD COMB 127 DL+WE-B+CL+CRL2 1 0.75 7 0.375 3 0.75 9 0.75 LOAD COMB 128 DL+WE-B+CL+CRL3 1 0.75 7 0.375 3 0.75 10 0.75 LOAD COMB 129 DL+WE-B+CL+CRL4 1 0.75 7 0.375 3 0.75 11 0.75 PERFORM ANALYSIS P R O B L E M S T A T I S T I C S -----------------------------------

NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS =

9/

8/

2

NIB

Page 22 of 57


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ORIGINAL/FINAL BAND-WIDTH= TOTAL PRIMARY LOAD CASES = SIZE OF STIFFNESS MATRIX = REQRD/AVAIL. DISK SPACE =

1


5/ 2/ 9 DOF 11, TOTAL DEGREES OF FREEDOM = 1 DOUBLE KILO-WORDS 12.0/ 32419.7 MB

195. PRINT SUPPORT REACTION ALL SUPPORT

REACTION ALL

00

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23

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SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = PLANE ----------------JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y 1

1 2 3 4 5 6 7 8 9 10 11 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

1.48 3.78 0.00 -19.45 16.16 10.94 9.78 7.75 -1.25 7.75 -1.25 1.48 5.26 -13.48 13.23 9.31 8.44 -13.48 13.23 9.31 8.44 9.22 0.22 9.22 0.22 -0.37 -7.12 -0.37 -7.12 12.98 6.23 12.98 6.23 11.02 4.27 11.02 4.27 10.58 3.83 10.58 3.83

10.42 20.03 0.00 -40.68 -11.59 -27.95 -24.32 63.25 53.96 29.04 19.75 10.42 30.45 -22.70 -0.88 -13.15 -10.43 -22.70 -0.88 -13.15 -10.43 73.66 64.37 39.46 30.17 39.99 33.02 14.34 7.37 50.90 43.93 25.25 18.28 44.77 37.80 19.11 12.15 46.13 39.16 20.47 13.51

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

00

01

21-05-09

15-06-09

NIB

NIB

MOM Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Page 24 of 57


5

1 2 3 4 5 6 7 8 9 10 11 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

E-1152

1

Building No.


-1.48 10.42 -3.78 20.03 0.00 0.00 -16.16 -11.59 19.45 -40.68 -9.78 -24.32 -10.94 -27.95 1.25 19.75 -7.75 29.04 1.25 53.96 -7.75 63.25 -1.48 10.42 -5.26 30.45 -13.23 -0.88 13.48 -22.70 -8.44 -10.43 -9.31 -13.15 -13.23 -0.88 13.48 -22.70 -8.44 -10.43 -9.31 -13.15 -0.22 30.17 -9.22 39.46 -0.22 64.37 -9.22 73.66 -6.23 18.28 -12.98 25.25 -6.23 43.93 -12.98 50.90 7.12 7.37 0.37 14.34 7.12 33.02 0.37 39.99 -3.83 13.51 -10.58 20.47 -3.83 39.16 -10.58 46.13 -4.27 12.15 -11.02 19.11 -4.27 37.80 -11.02 44.77

0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Rev. No. Date Designed By Checked By 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

00

01

21-05-09

15-06-09

NIB

NIB

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

************** END OF LATEST ANALYSIS RESULT **************

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Page 25 of 57


196. 197. 198. 199. 200. 201. 202. 203. 204. 205. 206. 207. 208. 209. 210. 211. 212. 213. 214. 215. 216. 217. 218.

E-1152

Building No.


PARAMETER 1 CODE AISC FYLD 275000 ALL *-------------------*COLUMNS *-------------------UNL 1.5 MEMB 1 4 TO 6 LY 1.5 MEMB 1 4 TO 6 LZ 8.8 MEMB 1 4 TO 6 KZ 1.5 MEMB 1 4 TO 6 *-------------------*RAFTER *-------------------UNT 1.5 MEMB 2 3 UNB 3 MEMB 2 3 LY 3 MEMB 2 3 LZ 6.1 MEMB 2 3 MAIN 0 ALL TAPER 0 ALL BEAM 1 ALL TRACK 2 ALL LOAD LIST 100 TO 129 CHECK CODE ALL

-

-

1


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NIB

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STEEL DESIGN STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 1 * | AISC SECTIONS | | AX = 40.40 | | * | TAP ERED | | --Z AY = 17.59 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.30 | | * SZ = 529.22 | | * |<---LENGTH (M)= 6.30 --->| RY = 3.83 | |************* RZ = 13.44 | | | | 62.9 (KNS-METRE) | |PARAMETER | L102STRESSES | |IN KNS CMS | L102L102 IN NEWTON MMS| |--------------- + L102L102 -------------| | KL/R-Y= 39.21 | FA = 90.96 | | KL/R-Z= 98.21 + L102 fa = 17.82 | | UNL = 150.00 | L102 FCZ = 165.00 | | CB = 1.00 + L102 FTZ = 165.00 | | CMY = 0.85 | L102 FCY = 168.99 | | CMZ = 0.85 + L102 FTY = 168.99 | | FYLD = 27.50 |L0 fbz = 99.46 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -3.5 Fey = 686.48 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 109.44 | | (WITH LOAD NO.) FV = 85.24 | | fv = 4.76 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 73.8 13.2 0.0 0.0 62.9 | | LOCATION 0.0 0.0 0.0 0.0 6.3 | | LOADING 110 103 0 0 102 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-1 0.808 110 | | 72.00 C 0.00 52.63 6.30 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 2 * | AISC SECTIONS | | AX = 37.90 | | * | TAP ERED | | --Z AY = 15.52 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.29 | | * SZ = 446.98 | | * |<---LENGTH (M)= 5.86 --->| RY = 3.76 | |************* RZ = 14.37 | | | | 70.8 (KNS-METRE) | |PARAMETER | L102STRESSES | |IN KNS CMS | IN NEWTON MMS| |--------------- + -------------| | KL/R-Y= 79.75 | L102 FA = 165.00 | | KL/R-Z= 42.46 + fa = 1.95 | | UNL = 150.00 | L115 FCZ = 166.59 | | CB = 1.00 + L115 FTZ = 166.59 | | CMY = 0.85 |L10L101L101 FCY = 168.99 | | CMZ = 0.85 + L101 L115 FTY = 168.99 | | FYLD = 27.50 | L101L103 fbz = 158.45 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 29.8 Fey = 165.97 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 585.51 | | (WITH LOAD NO.) FV = 97.85 | | fv = 15.53 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE -17.5 27.0 0.0 0.0 70.8 | | LOCATION 0.0 5.9 0.0 0.0 5.9 | | LOADING 105 101 0 0 102 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H2-1 0.963 102 | | 7.41 T 0.00 -70.82 5.86 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 3 * | AISC SECTIONS | | AX = 37.90 | | * | TAP ERED | | --Z AY = 15.52 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.29 | | * SZ = 446.98 | | * |<---LENGTH (M)= 5.86 --->| RY = 3.76 | |************* RZ = 14.37 | | | | 70.8 (KNS-METRE) | |PARAMETER | L103STRESSES | |IN KNS CMS | IN NEWTON MMS| |--------------- + -------------| | KL/R-Y= 79.75 | L103 FA = 165.00 | | KL/R-Z= 42.46 + fa = 1.95 | | UNL = 150.00 | L120 FCZ = 166.59 | | CB = 1.00 + L120 FTZ = 166.59 | | CMY = 0.85 |L10L101L101 FCY = 168.99 | | CMZ = 0.85 + L101 L120 FTY = 168.99 | | FYLD = 27.50 | L101L102 fbz = 158.45 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 29.8 Fey = 165.97 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 585.51 | | (WITH LOAD NO.) FV = 97.85 | | fv = 15.53 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE -17.5 27.0 0.0 0.0 70.8 | | LOCATION 0.0 5.9 0.0 0.0 5.9 | | LOADING 104 101 0 0 103 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H2-1 0.963 103 | | 7.41 T 0.00 -70.82 5.86 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 4 * | AISC SECTIONS | | AX = 40.40 | | * | TAP ERED | | --Z AY = 17.59 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.30 | | * SZ = 529.22 | | * |<---LENGTH (M)= 6.30 --->| RY = 3.83 | |************* RZ = 13.44 | | | | 62.9 (KNS-METRE) | |PARAMETER | L103STRESSES | |IN KNS CMS | L103L103 IN NEWTON MMS| |--------------- + L103L103 -------------| | KL/R-Y= 39.21 | FA = 90.96 | | KL/R-Z= 98.21 + L103 fa = 17.82 | | UNL = 150.00 | L103 FCZ = 165.00 | | CB = 1.00 + L103 FTZ = 165.00 | | CMY = 0.85 | L103 FCY = 168.99 | | CMZ = 0.85 + L103 FTY = 168.99 | | FYLD = 27.50 |L0 fbz = 99.46 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -3.5 Fey = 686.48 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 109.44 | | (WITH LOAD NO.) FV = 85.24 | | fv = 4.76 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 73.8 13.2 0.0 0.0 62.9 | | LOCATION 0.0 0.0 0.0 0.0 6.3 | | LOADING 113 102 0 0 103 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-1 0.808 113 | | 72.00 C 0.00 52.63 6.30 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 5 * | AISC SECTIONS | | AX = 40.40 | | * | TAP ERED | | --Z AY = 17.59 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.30 | | * SZ = 529.22 | | * |<---LENGTH (M)= 2.15 --->| RY = 3.64 | |************* RZ = 16.19 | | | | 75.8 (KNS-METRE) | |PARAMETER | L102STRESSES | |IN KNS CMS | L102 IN NEWTON MMS| |--------------- + L102 -------------| | KL/R-Y= 41.17 | L102 FA = 165.00 | | KL/R-Z= 81.55 + L102 fa = 6.13 | | UNL = 150.00 | FCZ = 165.00 | | CB = 1.00 + FTZ = 165.00 | | CMY = 0.85 | L102 FCY = 168.99 | | CMZ = 0.85 + L102 FTY = 168.99 | | FYLD = 27.50 |L11L115L115L115 fbz = 143.18 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 67.7 Fey = 622.85 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 158.72 | | (WITH LOAD NO.) FV = 85.24 | | fv = 2.76 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 28.4 15.7 0.0 0.0 75.8 | | LOCATION 0.0 2.2 0.0 0.0 2.2 | | LOADING 101 105 0 0 102 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H2-1 0.905 102 | | 24.75 T 0.00 -75.77 2.15 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 6 * | AISC SECTIONS | | AX = 40.40 | | * | TAP ERED | | --Z AY = 17.59 | |DESIGN CODE * | | | AZ = 14.02 | | AISC-1989 * =============================== ===|=== SY = 61.30 | | * SZ = 529.22 | | * |<---LENGTH (M)= 2.15 --->| RY = 3.64 | |************* RZ = 16.19 | | | | 75.8 (KNS-METRE) | |PARAMETER | L103STRESSES | |IN KNS CMS | L103 IN NEWTON MMS| |--------------- + L103 -------------| | KL/R-Y= 41.17 | L103 FA = 165.00 | | KL/R-Z= 81.55 + L103 fa = 6.13 | | UNL = 150.00 | FCZ = 165.00 | | CB = 1.00 + FTZ = 165.00 | | CMY = 0.85 | L103 FCY = 168.99 | | CMZ = 0.85 + L103 FTY = 168.99 | | FYLD = 27.50 |L12L120L120L120 fbz = 143.18 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 67.7 Fey = 622.85 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 158.72 | | (WITH LOAD NO.) FV = 85.24 | | fv = 2.76 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 28.4 15.7 0.0 0.0 75.8 | | LOCATION 0.0 2.2 0.0 0.0 2.2 | | LOADING 101 104 0 0 103 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H2-1 0.905 103 | | 24.75 T 0.00 75.77 2.15 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 7 * | BRITISH SECTIONS | | AX = 51.30 | | * | ST UB305X165X40 | | --Z AY = 16.63 | |DESIGN CODE * | | | AZ = 22.48 | | AISC-1989 * =============================== ===|=== SY = 92.61 | | * SZ = 560.51 | | * |<---LENGTH (M)= 0.75 --->| RY = 3.86 | |************* RZ = 12.87 | | | | 45.9 (KNS-METRE) | |PARAMETER |L110 STRESSES | |IN KNS CMS | L110 IN NEWTON MMS| |--------------- + L110L110 -------------| | KL/R-Y= 19.43 | L110 FA = 151.06 | | KL/R-Z= 5.83 + fa = 0.88 | | UNL = 75.00 | L110L110 FCZ = 181.50 | | CB = 1.00 + FTZ = 181.50 | | CMY = 0.85 | L110 FCY = 206.25 | | CMZ = 0.85 + L110L110 FTY = 206.25 | | FYLD = 27.50 | L0 fbz = 81.82 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -2.5 Fey =2794.86 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.3111E+5| | (WITH LOAD NO.) FV = 110.00 | | fv = 36.86 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 4.5 61.3 0.0 0.0 45.9 | | LOCATION 0.0 0.0 0.0 0.0 0.0 | | LOADING 110 110 0 0 110 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.457 110 | | 4.50 C 0.00 45.86 0.00 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 8 * | BRITISH SECTIONS | | AX = 51.30 | | * | ST UB305X165X40 | | --Z AY = 16.63 | |DESIGN CODE * | | | AZ = 22.48 | | AISC-1989 * =============================== ===|=== SY = 92.61 | | * SZ = 560.51 | | * |<---LENGTH (M)= 0.75 --->| RY = 3.86 | |************* RZ = 12.87 | | | | 45.9 (KNS-METRE) | |PARAMETER |L112 STRESSES | |IN KNS CMS | L112 IN NEWTON MMS| |--------------- + L112L112 -------------| | KL/R-Y= 19.43 | L112 FA = 151.06 | | KL/R-Z= 5.83 + fa = 0.88 | | UNL = 75.00 | L112L112 FCZ = 181.50 | | CB = 1.00 + FTZ = 181.50 | | CMY = 0.85 | L112 FCY = 206.25 | | CMZ = 0.85 + L112L112 FTY = 206.25 | | FYLD = 27.50 | L0 fbz = 81.82 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -2.5 Fey =2794.86 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez=0.3111E+5| | (WITH LOAD NO.) FV = 110.00 | | fv = 36.86 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE -4.5 61.3 0.0 0.0 45.9 | | LOCATION 0.0 0.0 0.0 0.0 0.0 | | LOADING 110 112 0 0 112 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.457 113 | | 4.50 C 0.00 45.86 0.00 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

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219. PRINT ANALYSIS RESULTS ANALYSIS RESULTS JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 100 0.0000 0.0000 0.0000 0.0000 0.0000 0.0012 101 0.0000 0.0000 0.0000 0.0000 0.0000 0.0042 102 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0249 103 0.0000 0.0000 0.0000 0.0000 0.0000 0.0228 104 0.0000 0.0000 0.0000 0.0000 0.0000 0.0047 105 0.0000 0.0000 0.0000 0.0000 0.0000 0.0012 106 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0249 107 0.0000 0.0000 0.0000 0.0000 0.0000 0.0228 108 0.0000 0.0000 0.0000 0.0000 0.0000 0.0047 109 0.0000 0.0000 0.0000 0.0000 0.0000 0.0012 110 0.0000 0.0000 0.0000 0.0000 0.0000 0.0113 111 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0119 112 0.0000 0.0000 0.0000 0.0000 0.0000 0.0179 113 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0053 114 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0044 115 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0218 116 0.0000 0.0000 0.0000 0.0000 0.0000 0.0006 117 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0168 118 0.0000 0.0000 0.0000 0.0000 0.0000 0.0195 119 0.0000 0.0000 0.0000 0.0000 0.0000 0.0021 120 0.0000 0.0000 0.0000 0.0000 0.0000 0.0244 121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0070 122 0.0000 0.0000 0.0000 0.0000 0.0000 0.0104 123 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0070 124 0.0000 0.0000 0.0000 0.0000 0.0000 0.0153 125 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0021 126 0.0000 0.0000 0.0000 0.0000 0.0000 0.0087 127 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0087 128 0.0000 0.0000 0.0000 0.0000 0.0000 0.0136 129 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0038 2 100 -0.0881 0.0054 0.0000 0.0000 0.0000 -0.0016 101 -0.3183 0.0239 0.0000 0.0000 0.0000 -0.0057 102 13.4535 -0.0902 0.0000 0.0000 0.0000 -0.0034 103 -13.1939 0.0773 0.0000 0.0000 0.0000 0.0077 104 -1.1303 0.0272 0.0000 0.0000 0.0000 0.0003 105 1.1934 0.0140 0.0000 0.0000 0.0000 -0.0013 106 13.4535 -0.0902 0.0000 0.0000 0.0000 -0.0034 107 -13.1939 0.0773 0.0000 0.0000 0.0000 0.0077 108 -1.1303 0.0272 0.0000 0.0000 0.0000 0.0003 109 1.1934 0.0140 0.0000 0.0000 0.0000 -0.0013 110 -4.4820 -0.0025 0.0000 0.0000 0.0000 -0.0010 111 9.2734 -0.0863 0.0000 0.0000 0.0000 -0.0073 112 -9.4973 0.0489 0.0000 0.0000 0.0000 0.0021 113 4.2582 -0.0348 0.0000 0.0000 0.0000 -0.0041 114 3.3983 -0.0490 0.0000 0.0000 0.0000 -0.0019 115 13.7149 -0.1118 0.0000 0.0000 0.0000 -0.0066 116 -0.3632 -0.0104 0.0000 0.0000 0.0000 0.0005 117 9.9534 -0.0733 0.0000 0.0000 0.0000 -0.0042

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LOAD

3

4

118 119 120 121 122 123 124 125 126 127 128 129 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 100 101 102 103 104 105

1

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X-TRANS -9.9254 0.3912 -13.6869 -3.3703 -3.8936 6.4230 -7.6551 2.6615 -2.7318 7.5849 -6.4932 3.8234 0.0000 0.0000 13.2994 -13.2994 -1.1590 1.1590 13.2994 -13.2994 -1.1590 1.1590 -4.3642 9.3653 -9.3653 4.3642 3.3765 13.6737 -0.3743 9.9229 -9.9229 0.3743 -13.6737 -3.3766 -3.8527 6.4445 -7.6035 2.6937 -2.6937 7.6035 -6.4445 3.8527 0.0881 0.3183 13.1939 -13.4535 -1.1934 1.1303

RADIANS) Y-TRANS 0.0348 -0.0281 0.0733 0.0105 0.0097 -0.0531 0.0483 -0.0145 0.0031 -0.0597 0.0417 -0.0212 -0.8932 -3.2209 1.3423 1.3423 0.4315 0.4315 1.3423 1.3423 0.4315 0.4315 -1.1950 -1.1950 -1.1950 -1.1950 0.1099 0.1099 0.1099 0.1099 0.1099 0.1099 0.1099 0.1099 -0.3455 -0.3455 -0.3455 -0.3455 -0.3455 -0.3455 -0.3455 -0.3455 0.0054 0.0239 0.0773 -0.0902 0.0140 0.0272


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STRUCTURE TYPE = PLANE

Z-TRANS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

X-ROTAN 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Y-ROTAN 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Z-ROTAN 0.0036 -0.0010 0.0060 0.0014 0.0000 -0.0047 0.0024 -0.0023 -0.0008 -0.0055 0.0016 -0.0031 0.0000 0.0000 0.0031 -0.0031 -0.0007 0.0007 0.0031 -0.0031 -0.0007 0.0007 -0.0009 0.0028 -0.0028 0.0009 0.0009 0.0036 -0.0005 0.0022 -0.0022 0.0005 -0.0036 -0.0009 -0.0010 0.0018 -0.0024 0.0003 -0.0003 0.0024 -0.0018 0.0010 0.0016 0.0057 -0.0077 0.0034 0.0013 -0.0003

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LOAD 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 5 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123

Building No.


X-TRANS 13.1939 -13.4535 -1.1934 1.1303 -4.2582 9.4973 -9.2735 4.4820 3.3703 13.6869 -0.3912 9.9254 -9.9534 0.3632 -13.7149 -3.3983 -3.8234 6.4932 -7.5849 2.7318 -2.6615 7.6551 -6.4230 3.8936 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

RADIANS) Y-TRANS 0.0773 -0.0902 0.0140 0.0272 -0.0348 0.0489 -0.0863 -0.0025 0.0105 0.0733 -0.0281 0.0348 -0.0733 -0.0104 -0.1118 -0.0490 -0.0212 0.0417 -0.0597 0.0031 -0.0145 0.0483 -0.0531 0.0097 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

1


00

01

21-05-09

15-06-09

NIB

STRUCTURE TYPE = PLANE

Z-TRANS 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

X-ROTAN 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Y-ROTAN 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

Z-ROTAN -0.0077 0.0034 0.0013 -0.0003 0.0041 -0.0021 0.0073 0.0010 -0.0014 -0.0060 0.0010 -0.0036 0.0042 -0.0005 0.0066 0.0019 0.0031 -0.0016 0.0055 0.0008 0.0023 -0.0024 0.0047 0.0000 -0.0012 -0.0042 -0.0228 0.0249 -0.0012 -0.0047 -0.0228 0.0249 -0.0012 -0.0047 0.0053 -0.0179 0.0119 -0.0113 -0.0070 -0.0244 -0.0021 -0.0195 0.0168 -0.0006 0.0218 0.0044 0.0038 -0.0136

NIB

Page 37 of 57


E-1152

1

Building No.



JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE -----------------JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN

6

7

124 125 126 127 128 129 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 100 101 102 103 104 105 106 107 108 109 110 111

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.3120 -1.1266 11.9367 -11.1713 -1.2079 0.6873 11.9367 -11.1713 -1.2079 0.6873 -4.5078 7.3116 -8.5269 3.2925 2.7045 11.5690 -0.3098 8.5547 -8.8495 0.0150 -11.8638 -2.9993 -3.8678 4.9968 -6.8821 1.9825 -2.9202 5.9443 -5.9345 2.9300 0.3120 1.1266 11.1713 -11.9367 -0.6873 1.2079 11.1713 -11.9367 -0.6873 1.2079 -3.2925 8.5269

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0001 0.0040 -0.0447 0.0497 0.0297 0.0221 -0.0447 0.0497 0.0297 0.0221 -0.0120 -0.0566 0.0191 -0.0254 -0.0314 -0.0648 -0.0080 -0.0414 0.0158 -0.0176 0.0392 0.0058 0.0058 -0.0276 0.0292 -0.0042 0.0020 -0.0314 0.0254 -0.0080 -0.0001 0.0040 0.0497 -0.0447 0.0221 0.0297 0.0497 -0.0447 0.0221 0.0297 -0.0254 0.0191

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

00

01

21-05-09

15-06-09

NIB

Z-ROTAN 0.0087 -0.0087 0.0021 -0.0153 0.0070 -0.0104 -0.0006 -0.0021 -0.0104 0.0113 -0.0005 -0.0028 -0.0104 0.0113 -0.0005 -0.0028 0.0006 -0.0112 0.0066 -0.0051 -0.0045 -0.0134 0.0000 -0.0088 0.0063 -0.0025 0.0108 0.0020 0.0004 -0.0084 0.0049 -0.0039 -0.0007 -0.0096 0.0038 -0.0050 0.0006 0.0021 -0.0113 0.0104 0.0028 0.0005 -0.0113 0.0104 0.0028 0.0005 0.0051 -0.0066

NIB

Page 38 of 57


E-1152

1

Building No.



JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE -----------------JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN

8

112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

-7.3116 4.5078 2.9992 11.8638 -0.0150 8.8495 -8.5547 0.3098 -11.5690 -2.7045 -2.9301 5.9345 -5.9443 2.9202 -1.9825 6.8821 -4.9968 3.8678 -0.3120 -1.1266 11.9367 -11.1713 -1.2079 0.6873 11.9367 -11.1713 -1.2079 0.6873 -4.5081 7.3119 -8.5272 3.2929 2.7042 11.5693 -0.3101 8.5550 -8.8498 0.0153 -11.8641 -2.9990 -3.8680 4.9970 -6.8823 1.9827 -2.9205 5.9446 -5.9348 2.9303

-0.0566 -0.0120 0.0058 0.0392 -0.0176 0.0158 -0.0414 -0.0080 -0.0648 -0.0314 -0.0080 0.0254 -0.0314 0.0020 -0.0042 0.0292 -0.0276 0.0058 -0.0434 -0.1516 -0.8221 0.8949 -0.0080 -0.1880 -0.8221 0.8949 -0.0080 -0.1880 -0.0496 -0.9771 0.4880 -0.4395 -0.4320 -1.1276 -0.0288 -0.7244 0.4265 -0.2691 0.8297 0.1341 -0.0250 -0.7206 0.3783 -0.3173 -0.1150 -0.8106 0.2883 -0.4073

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

00

01

21-05-09

15-06-09

NIB

Z-ROTAN 0.0112 -0.0006 -0.0020 -0.0108 0.0025 -0.0063 0.0088 0.0000 0.0134 0.0045 0.0050 -0.0038 0.0096 0.0007 0.0039 -0.0049 0.0084 -0.0004 -0.0006 -0.0021 -0.0104 0.0113 -0.0005 -0.0028 -0.0104 0.0113 -0.0005 -0.0028 -0.0004 -0.0122 0.0063 -0.0055 -0.0053 -0.0141 -0.0003 -0.0091 0.0055 -0.0033 0.0106 0.0017 -0.0003 -0.0092 0.0047 -0.0041 -0.0015 -0.0103 0.0035 -0.0053

NIB

Page 39 of 57


E-1152

1

Building No.



JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE -----------------JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN 9

100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

0.3120 1.1266 11.1713 -11.9367 -0.6873 1.2079 11.1713 -11.9367 -0.6873 1.2079 -3.2929 8.5272 -7.3119 4.5081 2.9990 11.8641 -0.0153 8.8498 -8.5550 0.3101 -11.5693 -2.7042 -2.9303 5.9348 -5.9446 2.9205 -1.9827 6.8823 -4.9970 3.8680

-0.0434 -0.1516 0.8949 -0.8221 -0.1880 -0.0080 0.8949 -0.8221 -0.1880 -0.0080 -0.4395 0.4880 -0.9771 -0.0496 0.1341 0.8297 -0.2691 0.4265 -0.7244 -0.0288 -1.1276 -0.4320 -0.4073 0.2883 -0.8106 -0.1150 -0.3173 0.3783 -0.7206 -0.0250

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

00

01

21-05-09

15-06-09

NIB

Z-ROTAN 0.0006 0.0021 -0.0113 0.0104 0.0028 0.0005 -0.0113 0.0104 0.0028 0.0005 0.0055 -0.0063 0.0122 0.0004 -0.0017 -0.0106 0.0033 -0.0055 0.0091 0.0003 0.0141 0.0053 0.0053 -0.0035 0.0103 0.0015 0.0041 -0.0047 0.0092 0.0003

NIB

Page 40 of 57

DESIGN SHEET E-1152


1

Building No.



00

01

21-05-09

15-06-09

NIB

MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------ALL UNITS ARE -- KN METE (LOCAL ) MEMBER 1

LOAD 100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6

10.43 -8.66 30.51 -28.73 -22.86 24.11 -0.72 2.22 -13.04 14.58 -10.33 11.87 -22.86 24.11 -0.72 2.22 -13.04 14.58 -10.33 11.87 73.77 -72.00 64.37 -62.60 39.57 -37.79 30.17 -28.40 39.99 -38.69 32.94 -31.65 14.33 -13.04 7.29 -5.99 51.05 -49.64 44.01 -42.59 25.40 -23.99 18.35 -16.94

-1.35 1.37 -4.90 4.92 13.21 -6.77 -13.24 -0.87 -9.47 -8.50 -8.56 -9.40 13.21 -6.77 -13.24 -0.87 -9.47 -8.50 -8.56 -9.40 -8.35 8.37 0.54 -0.52 -8.75 8.78 0.13 -0.11 0.85 2.38 7.52 -4.29 0.54 2.68 7.21 -3.98 -12.37 5.32 -5.71 -1.34 -12.68 5.63 -6.01 -1.04

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 -8.59 0.00 -30.92 0.00 62.89 0.00 -38.94 0.00 -3.05 0.00 2.64 0.00 62.89 0.00 -38.94 0.00 -3.05 0.00 2.64 0.00 -52.63 0.00 3.35 0.00 -55.20 0.00 0.78 0.00 -4.81 0.00 37.18 0.00 -6.73 0.00 35.25 0.00 -55.72 0.00 -13.74 0.00 -57.65 0.00 -15.66

NIB

Page 41 of 57

DESIGN SHEET E-1152


MEMBER END FORCES ----------------ALL UNITS ARE -- KN MEMBER

LOAD 122 123 124 125 126 127 128 129

2

100 101 102 103 104 105 106 107 108 109 110 111 112 113 114

1

Building No.



00

01

21-05-09

15-06-09

NIB

STRUCTURE TYPE = PLANE METE

(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

1 6 1 6 1 6 1 6 1 6 1 6 1 6 1 6

44.90 -43.46 37.85 -36.41 19.24 -17.81 12.20 -10.76 46.25 -44.81 39.20 -37.77 20.60 -19.16 13.55 -12.11

-10.49 1.51 -3.82 -5.16 -10.79 1.82 -4.12 -4.85 -10.03 1.06 -3.37 -5.61 -10.34 1.36 -3.67 -5.30

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 -37.78 0.00 4.21 0.00 -39.70 0.00 2.29 0.00 -34.93 0.00 7.05 0.00 -36.86 0.00 5.13

3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2

1.47 -2.27 5.23 -8.12 -8.01 7.41 -6.60 6.00 -16.92 16.32 -17.50 16.90 -8.01 7.41 -6.60 6.00 -16.92 16.32 -17.50 16.90 4.93 -5.73 3.97 -4.77 5.43 -6.23 4.46 -5.26 -0.86 0.26

0.15 7.48 0.55 27.01 5.95 -24.11 -7.48 -2.32 -4.58 -13.58 0.98 -10.78 5.95 -24.11 -7.48 -2.32 -4.58 -13.58 0.98 -10.78 -1.74 9.38 7.50 0.14 -6.51 14.15 2.73 4.91 1.61 -7.83

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-11.32 -10.14 -40.88 -36.61 17.21 70.82 17.21 -32.33 7.07 19.26 7.07 27.36 17.21 70.82 17.21 -32.33 7.07 19.26 7.07 27.36 -13.03 -19.55 -13.03 34.57 -13.03 -47.48 -13.03 6.64 3.08 24.55

NIB

Page 42 of 57

DESIGN SHEET E-1152



LOAD 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

3

100 101 102 103 104 105 106 107

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2 3 2

-1.58 0.98 -0.48 -0.12 -1.21 0.61 -0.15 -0.45 -0.88 0.28 0.22 -0.82 -0.50 -0.10 -5.31 4.71 -6.04 5.44 -4.94 4.34 -5.66 5.06 -5.60 5.00 -6.33 5.73 -5.23 4.63 -5.95 5.35

8.54 -14.76 -1.97 -4.25 4.96 -11.18 -5.11 3.07 1.82 -3.86 -8.68 6.65 -1.75 -0.28 -3.66 -2.56 3.27 -9.49 -7.23 1.02 -0.30 -5.91 -0.88 -1.16 6.05 -8.09 -4.45 2.42 2.48 -4.51

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

3.08 65.14 3.08 3.60 3.08 44.20 3.08 -27.02 3.08 13.57 3.08 -47.97 3.08 -7.38 -1.99 -1.23 -1.99 39.36 -1.99 -22.18 -1.99 18.41 -1.99 2.82 -1.99 43.41 -1.99 -18.13 -1.99 22.47

3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4

1.47 -2.27 5.23 -8.12 -6.60 6.00 -8.01 7.41 -17.50 16.90 -16.92 16.32 -6.60 6.00 -8.01 7.41

0.15 7.48 0.55 27.01 -7.48 -2.32 5.95 -24.11 0.98 -10.78 -4.58 -13.58 -7.48 -2.32 5.95 -24.11

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-11.32 -10.14 -40.88 -36.61 17.21 -32.33 17.21 70.82 7.07 27.36 7.07 19.26 17.21 -32.33 17.21 70.82

NIB

Page 43 of 57

DESIGN SHEET E-1152



LOAD 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

4

100

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4 3 4

-17.50 16.90 -16.92 16.32 4.46 -5.26 5.43 -6.23 3.97 -4.77 4.93 -5.73 -0.50 -0.10 0.22 -0.82 -0.88 0.28 -0.15 -0.45 -1.21 0.61 -0.48 -0.12 -1.58 0.98 -0.86 0.26 -5.95 5.35 -5.23 4.63 -6.33 5.73 -5.60 5.00 -5.66 5.06 -4.94 4.34 -6.04 5.44 -5.31 4.71

0.98 -10.78 -4.58 -13.58 2.73 4.91 -6.51 14.15 7.50 0.14 -1.74 9.38 -1.75 -0.28 -8.68 6.65 1.82 -3.86 -5.11 3.07 4.96 -11.18 -1.97 -4.25 8.54 -14.76 1.61 -7.83 2.48 -4.51 -4.45 2.42 6.05 -8.09 -0.88 -1.16 -0.30 -5.91 -7.23 1.02 3.27 -9.49 -3.66 -2.56

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

7.07 27.36 7.07 19.26 -13.03 6.64 -13.03 -47.48 -13.03 34.57 -13.03 -19.55 3.08 -7.38 3.08 -47.97 3.08 13.57 3.08 -27.02 3.08 44.20 3.08 3.60 3.08 65.14 3.08 24.55 -1.99 22.47 -1.99 -18.13 -1.99 43.41 -1.99 2.82 -1.99 18.41 -1.99 -22.18 -1.99 39.36 -1.99 -1.23

5 7

10.43 -8.66

-1.35 1.37

0.00 0.00

0.00 0.00

0.00 0.00

0.00 -8.59

NIB

Page 44 of 57

DESIGN SHEET E-1152



LOAD 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7 5 7

30.51 -28.73 -0.72 2.22 -22.86 24.11 -10.33 11.87 -13.04 14.58 -0.72 2.22 -22.86 24.11 -10.33 11.87 -13.04 14.58 30.17 -28.40 39.57 -37.79 64.37 -62.60 73.77 -72.00 18.35 -16.94 25.40 -23.99 44.01 -42.59 51.05 -49.64 7.29 -5.99 14.33 -13.04 32.94 -31.65 39.99 -38.69 13.55 -12.11 20.60 -19.16 39.20 -37.77

-4.90 4.92 -13.24 -0.87 13.21 -6.77 -8.56 -9.40 -9.47 -8.50 -13.24 -0.87 13.21 -6.77 -8.56 -9.40 -9.47 -8.50 0.13 -0.11 -8.75 8.78 0.54 -0.52 -8.35 8.37 -6.01 -1.04 -12.68 5.63 -5.71 -1.34 -12.37 5.32 7.21 -3.98 0.54 2.68 7.52 -4.29 0.85 2.38 -3.67 -5.30 -10.34 1.36 -3.37 -5.61

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 -30.92 0.00 -38.94 0.00 62.89 0.00 2.64 0.00 -3.05 0.00 -38.94 0.00 62.89 0.00 2.64 0.00 -3.05 0.00 0.78 0.00 -55.20 0.00 3.35 0.00 -52.63 0.00 -15.66 0.00 -57.65 0.00 -13.74 0.00 -55.72 0.00 35.25 0.00 -6.73 0.00 37.18 0.00 -4.81 0.00 5.13 0.00 -36.86 0.00 7.05

NIB

Page 45 of 57

DESIGN SHEET E-1152



LOAD 125 126 127 128 129

5

100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

5 7 5 7 5 7 5 7 5 7

46.25 -44.81 12.20 -10.76 19.24 -17.81 37.85 -36.41 44.90 -43.46

-10.03 1.06 -4.12 -4.85 -10.79 1.82 -3.82 -5.16 -10.49 1.51

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 -34.93 0.00 2.29 0.00 -39.70 0.00 4.21 0.00 -37.78

6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2

8.35 -7.68 28.38 -27.71 -24.25 24.75 -2.43 2.93 -14.70 15.20 -11.98 12.48 -24.25 24.75 -2.43 2.93 -14.70 15.20 -11.98 12.48 10.60 -9.93 1.30 -0.64 15.39 -14.72 6.10 -5.43 -7.31 7.81 -14.28 14.78 -3.71 4.21 -10.68 11.18

-1.48 1.48 -5.26 5.26 7.05 -4.86 0.90 -5.73 8.67 -14.82 9.54 -15.69 7.05 -4.86 0.90 -5.73 8.67 -14.82 9.54 -15.69 -4.72 4.72 -4.72 4.72 -4.72 4.72 -4.72 4.72 0.54 0.56 0.54 0.56 0.54 0.56 0.54 0.56

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

8.50 -11.68 30.83 -42.15 -62.96 75.77 38.87 -31.74 2.98 22.30 -2.71 29.86 -62.96 75.77 38.87 -31.74 2.98 22.30 -2.71 29.86 11.37 -21.54 -44.61 34.44 40.26 -50.43 -15.72 5.55 -26.14 26.11 -68.13 68.10 -4.47 4.45 -46.46 46.43

NIB

Page 46 of 57

DESIGN SHEET E-1152



LOAD 118 119 120 121 122 123 124 125 126 127 128 129

6

100 101 102 103 104 105 106 107 108 109 110

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2 6 2

3.60 -3.10 -3.37 3.87 7.20 -6.70 0.23 0.27 -2.53 3.03 -9.50 10.00 1.06 -0.56 -5.91 6.41 -1.17 1.67 -8.14 8.64 2.42 -1.92 -4.55 5.05

-2.54 0.13 -2.54 0.13 -2.54 0.13 -2.54 0.13 1.35 -4.42 1.35 -4.42 1.35 -4.42 1.35 -4.42 1.78 -4.85 1.78 -4.85 1.78 -4.85 1.78 -4.85

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

24.78 -27.64 -17.21 14.34 46.44 -49.31 4.46 -7.32 6.83 -0.62 -35.16 41.36 28.50 -22.29 -13.49 19.69 3.99 3.16 -38.00 45.14 25.65 -18.51 -16.33 23.48

7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4

8.35 -7.68 28.38 -27.71 -2.43 2.93 -24.25 24.75 -11.98 12.48 -14.70 15.20 -2.43 2.93 -24.25 24.75 -11.98 12.48 -14.70 15.20 6.10 -5.43

1.48 -1.48 5.26 -5.26 -0.90 5.73 -7.05 4.86 -9.54 15.69 -8.67 14.82 -0.90 5.73 -7.05 4.86 -9.54 15.69 -8.67 14.82 4.72 -4.72

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-8.50 11.68 -30.83 42.15 -38.87 31.74 62.96 -75.77 2.71 -29.86 -2.98 -22.30 -38.87 31.74 62.96 -75.77 2.71 -29.86 -2.98 -22.30 15.72 -5.55

NIB

Page 47 of 57

DESIGN SHEET E-1152



LOAD 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 129

7

100 101 102 103

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4 7 4

15.39 -14.72 1.30 -0.64 10.60 -9.93 0.23 0.27 7.20 -6.70 -3.37 3.87 3.60 -3.10 -10.68 11.18 -3.71 4.21 -14.28 14.78 -7.31 7.81 -4.55 5.05 2.42 -1.92 -8.14 8.64 -1.17 1.67 -5.91 6.41 1.06 -0.56 -9.50 10.00 -2.53 3.03

4.72 -4.72 4.72 -4.72 4.72 -4.72 2.54 -0.13 2.54 -0.13 2.54 -0.13 2.54 -0.13 -0.54 -0.56 -0.54 -0.56 -0.54 -0.56 -0.54 -0.56 -1.78 4.85 -1.78 4.85 -1.78 4.85 -1.78 4.85 -1.35 4.42 -1.35 4.42 -1.35 4.42 -1.35 4.42

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

-40.26 50.43 44.61 -34.44 -11.37 21.54 -4.46 7.32 -46.44 49.31 17.21 -14.34 -24.78 27.64 46.46 -46.43 4.47 -4.45 68.13 -68.10 26.14 -26.11 16.33 -23.48 -25.65 18.51 38.00 -45.14 -3.99 -3.16 13.49 -19.69 -28.50 22.29 35.16 -41.36 -6.83 0.62

6 8 6 8 6 8 6 8

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.30 0.00 0.30 0.00 0.22 0.00 0.22 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.11 0.00 0.11 0.00 0.08 0.00 0.08 0.00

NIB

Page 48 of 57

DESIGN SHEET E-1152



LOAD 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 121 122 123 124 125 126 127

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8 6 8

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4.50 -4.50 -4.50 4.50 4.50 -4.50 -4.50 4.50 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38

0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 61.30 -61.00 61.30 -61.00 22.30 -22.00 22.30 -22.00 45.97 -45.75 45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 45.86 0.00 45.86 0.00 16.61 0.00 16.61 0.00 34.40 0.00 34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00

NIB

Page 49 of 57

DESIGN SHEET E-1152



LOAD 128 129

8

100 101 102 103 104 105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120

1

Building No.



00

01

21-05-09

15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

6 8 6 8

3.38 -3.38 -3.38 3.38

16.72 -16.50 16.72 -16.50

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00

12.46 0.00 12.46 0.00

7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -4.50 4.50 4.50 -4.50 -4.50 4.50 4.50 -4.50 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38

0.30 0.00 0.30 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 0.22 0.00 22.30 -22.00 22.30 -22.00 61.30 -61.00 61.30 -61.00 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.11 0.00 0.11 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 0.08 0.00 16.61 0.00 16.61 0.00 45.86 0.00 45.86 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00

NIB

Page 50 of 57

DESIGN SHEET E-1152



LOAD 121 122 123 124 125 126 127 128 129

1

Building No.



01 15-06-09

NIB


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9 7 9

3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38 -3.38 3.38 3.38 -3.38

45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75 16.72 -16.50 16.72 -16.50 45.97 -45.75 45.97 -45.75

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00 12.46 0.00 12.46 0.00 34.40 0.00 34.40 0.00

************** END OF LATEST ANALYSIS RESULT ************** 220. FINISH

00 21-05-09

NIB

Page 51 of 57


E-1152

Building No.

1



00

01

21-05-09

15-06-09

NIB

Bracing design

VELOCITY IN

V (km/hr)

HT. OF BLG. H (m)

: 165.6

(3 sec gust)

: 8.7

VELOCITY PRESS, q (kN/sqm) : 0.90 q={ 0.00002456 x V x V x H^(2/7) –MBMA ’86 Table 5.2(b)

Bracing Design: Area of Longitudinal load : 8.7x0.5x12x0.5 = 26.1 sqm Wind force acting on eave : 26.10 x 0.9 = 24 kN 16 dia rod capacity = 0.7 x 275 x .785 x 16 x 16 = 38.6 kN Considering 2 braced bays, force in one braced bay = 24/2 =12 kN Force due to crane longitudinal kick = 5 kN Max. force acting in rod

= (17/5.8) x 9.09 = 27 kN < 38.6 kN

Hence use 16 dia rod bracing for roof & wall.

NIB

Page 52 of 57


E-1152

Building No.


1


End wall column design **************************************************** * STAAD.Pro * * Version 2006 Bld 1002.US * * Proprietary Program of * * Research Engineers, Intl. * * Date= JUN 15, 2009 * * Time= 8:58:25 * **************************************************** 1. STAAD PLANE INPUT FILE: EWC-6WIDE8m.STD 2. START JOB INFORMATION 3. ENGINEER NAME NIB 4. JOB NAME NEW POWER STATION AT DHOFAR 5. JOB CLIENT M/S BEST CHOICE 6. JOB NO E-11 7. JOB REV 0 8. ENGINEER DATE 30-APR-09 9. END JOB INFORMATION 10. INPUT WIDTH 79 11. UNIT METER KN 12. JOINT COORDINATES 13. 1 0 0 0; 2 0 8.4 0 14. MEMBER INCIDENCES 15. 1 1 2 16. DEFINE MATERIAL START 17. ISOTROPIC STEEL 18. E 2.05E+008 19. POISSON 0.3 20. DENSITY 76.8195 21. ALPHA 1.2E-005 22. DAMP 0.03 23. END DEFINE MATERIAL 24. CONSTANTS 25. MATERIAL STEEL ALL 26. SUPPORTS 27. 1 PINNED 28. 2 FIXED BUT FY FZ MX MY MZ 29. MEMBER PROPERTY BRITISH 30. 1 TABLE ST UB203X133X25 31. *LOADING-------------------- 32. LOAD 1 DL 33. SELFWEIGHT Y -1 34. LOAD 2 LOADTYPE WIND TITLE WL 35. MEMBER LOAD 36. 1 UNI GX 4.5 37. *----------------------------------------------------- 38. *LOAD COMBINATION STARTS 39. *----------------------------------------------------- 40. LOAD COMB 100 COMBINATION LOAD CASE D+L+CL

00

01

21-05-09

15-06-09

NIB

NIB

Page 53 of 57


E-1152

1

Building No.



00

01

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15-06-09

NIB

NIB

41. 1 0.75 2 0.75 42. *----------------------------------------------------- 43. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 2/ 1/ ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 3 DOF TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 0 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.0/ 32535.4 MB

2 3

44. PRINT SUPPORT REACTION ALL SUPPORT REACTION ALL

SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = PLANE JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y 1

1 0.00 2.06 0.00 2 -18.90 0.00 0.00 100 -14.18 1.55 0.00 2 1 0.00 0.00 0.00 2 -18.90 0.00 0.00 100 -14.18 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 **************

MOM Z 0.00 0.00 0.00 0.00 0.00 0.00

Page 54 of 57


45. 46. 47. 48. 49. 50. 51. 52. 53. 54.

E-1152

Building No.


PARAMETER 1 CODE AISC UNL 3 ALL LY 3 ALL LZ 8.3 ALL MAIN 0 ALL TRACK 2 ALL BEAM 1 ALL LOAD LIST 100 CHECK CODE ALL

1


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Page 55 of 57


E-1152

Building No.


1


00

01

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NIB

NIB

STEEL DESIGN STAAD.PRO CODE CHECKING - (AISC 9TH EDITION) ******************************************** |--------------------------------------------------------------------------| | Y PROPERTIES | |************* | IN CMS UNIT | | * |=============================| ===|=== ------------ | |MEMBER 1 * | BRITISH SECTIONS | | AX = 32.00 | | * | ST UB203X133X25 | | --Z AY = 10.54 | |DESIGN CODE * | | | AZ = 13.91 | | AISC-1989 * =============================== ===|=== SY = 46.25 | | * SZ = 230.31 | | * |<---LENGTH (M)= 8.40 --->| RY = 3.10 | |************* RZ = 8.55 | | | | 29.8 (KNS-METRE) | |PARAMETER | L100L100L100 STRESSES | |IN KNS CMS | IN NEWTON MMS| |--------------- + L100 L100 -------------| | KL/R-Y= 96.70 | FA = 93.05 | | KL/R-Z= 97.06 + L100 L100 fa = 0.24 | | UNL = 300.00 | FCZ = 141.01 | | CB = 1.00 + L100 L100 FTZ = 148.93 | | CMY = 0.85 | FCY = 186.16 | | CMZ = 0.85 + FTY = 186.16 | | FYLD = 24.82 |L0 L0 fbz = 129.25 | | NSF = 1.00 +---+---+---+---+---+---+---+---+---+---| fby = 0.00 | | DFF = 0.00 -1.7 Fey = 112.89 | | dff= 0.00 ABSOLUTE MZ ENVELOPE Fez = 112.05 | | (WITH LOAD NO.) FV = 99.28 | | fv = 0.00 | | | | MAX FORCE/ MOMENT SUMMARY (KNS-METRE) | | ------------------------| | | | AXIAL SHEAR-Y SHEAR-Z MOMENT-Y MOMENT-Z | | | | VALUE 1.5 14.2 0.0 0.0 29.8 | | LOCATION 0.0 0.0 0.0 0.0 4.2 | | LOADING 100 100 0 0 100 | | | |**************************************************************************| |* *| |* DESIGN SUMMARY (KNS-METRE) *| |* -------------*| |* *| |* RESULT/ CRITICAL COND/ RATIO/ LOADING/ *| | FX MY MZ LOCATION | | ====================================================== | | PASS AISC- H1-3 0.919 100 | | 0.77 C 0.00 -29.77 4.20 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|

Page 56 of 57

DESIGN SHEET E-1152


1

Building No.



00

01

21-05-09

15-06-09

NIB

NIB

55. PRINT ANALYSIS RESULTS ANALYSIS RESULTS JOINT DISPLACEMENT (CM -----------------JOINT 1 2

LOAD 100 100

X-TRANS 0.0000 0.0000

MEMBER END FORCES ----------------ALL UNITS ARE -- KN MEMBER 1

LOAD 100

RADIANS) Y-TRANS 0.0000 -0.0010

STRUCTURE TYPE = PLANE Z-TRANS

X-ROTAN

Y-ROTAN

0.0000 0.0000

0.0000 0.0000

0.0000 0.0000

-0.0174 0.0174


(LOCAL )

JT

AXIAL

SHEAR-Y

SHEAR-Z

TORSION

MOM-Y

MOM-Z

1 2

1.55 0.00

14.18 14.18

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

************** END OF LATEST ANALYSIS RESULT ************** 56. FINISH

Z-ROTAN

Page 57 of 57

DESIGN SHEET E-1152


1

Building No.



Connection design JOB No.

DESCRIPTION

INPUT

A-18-09

Rev. No.

0

DQ.No.

Date

CLIENT M/S RGO

Designed By

BP

Checked By

20-May-09 NIB

DESIGN OF PINNED BASE CONNECTION DL+LL DL+WL Axial Force (Fy) Shear Force (Fx) Web Depth Flange WIDTH Bolts Dia Embed length (Le) No. Of Bolts (n) Plate Thickness (t) Pitch (p)

Kn Kn mm mm mm mm mm mm

238 175 16 450 4 16 100

guage (g)

mm

100

WEB DEPTH PLATE LENGTH PLATE WIDTH

GRADE OF CONCRETE CHECK FOR BOLT SIZE FORCES IN THE BOLTS

74 14.00

: : :

18.00 14.00

100

238 mm 288 mm 400 mm

:

25 N/mm^2

Max. Tension in each Bolt (Fy/n )

Actual Allowable (Kn) (Kn) 4.50 29.80

:

Shear in each Bolt ( Fx/n) CHECK FOR THICKNESS OF PLATE FOR WL

3.50

:

Maximum bending moment in the plate(Ma) ( About criticle section X-X)

Thickness of plate required ( t )

: : :

HENCE SAFE

15.00

HENCE SAFE

2 :P x g/ 8 9 x 100/8 0.11 Kn-M 6 x Ma / f x p

: 5.93

f =0.66 fy

227.7 HENCE SAFE

< 16 ΜΜ

CHECK FOR COMBINED TENSION AND SHEAR Actual Tension Allowable Tension

+

(4.5 / 29.8)+(3.5 / 15) =

Actual Shear Allowable Shear 0.38

< 1. 4

< 1.4

HENCE SAFE

CHECK FOR BOLT LENGTH Bond Stress For M20 grade Cocrete

:

Length of bolt required

: : :

0.80 N/mm

2

Tension in bolt/(π x bolt Dia.)x Bond stress 4 .5 ∗ 1 0 0 0 / (∗ 1 6 )∗ 0 .8 HENCE SAFE 112 mm < 450

CHECK FOR BASE PLATE SIZE Area of Base Plate (A)

:

288x400 =

115200 mm

2

Pressure over the concrete pedestal (Fy(DL+LL) /A)

:

0.64 N/mm

2

Allowable pressure below the base plate

:

6.0 N/mm

2

Allowable pressure > Actual pressure HENCE PROVIDE : 16 mm Thick Plate/ 4 No.s 16 mm Dia Anchor Bolts. CHECK FOR BASE PLATE SIZE(DL+LL) Maximum bending moment in the plate(Ma) 1960 :N-MM ( About criticle section X-X) Thickness of plate required ( t ) : 6 x Ma / f x B : 7.83

HENCE SAFE

00

01

21-05-09

15-06-09

NIB

NIB

Design Calculation Steel Structure Power Plant

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