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

Revision “0” of this Job Was Designed By NIB

Checked By NIB

Date 21-05-09

DESIGN CALCULATIONS

ZS Job No. E1152 Building 01

Revision 1 Dated 15/06/09

M/S RURAL AREAS ELECTRICITY COMPANY

S.A.O.C

Project Name CONSTRUCTION OF AL-MAYOUNA NEW POWER

STATION IN DHOFAR

Tender no. 28/2008

The Total No. Of Pages in this Document Are 57

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

DESIGN SHEET Job No. E-1152 Building No. 1 Rev. No. 00 01

Customer M/S RURAL AREAS ELECTRICITY COMPANY Date 21-05-09 15-06-09

Description Designed By NIB NIB

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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

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.

Applicable Design Codes




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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

3. Cold Formed Secondary Members

• Black ASTM A 607 Grade 50 Fy = 34.5 kN/cm2

• Galvanized ASTM A 653 SQ50 Class 1 Fy = 34.5 kN/cm2

4. Sheeting Panels ASTM A446 Grade D

5. X-Bracing Members

• Rods BS EN 10025 S275 JR Fy = 27.5 kN/cm2

• Angles BS EN 10025 S275 JR 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

Material Specifications




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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

Design Assumptions and Load

Combinations




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Design Summary

Frame Type Clear Span Panel Type Thick Material

Building Width

(MM)

11850 C/C of Steel col. Roof: TOP

BOT

Sandwich Panel 26 Gauge GI

Liner 26 Gauge GI

Bay Spacing (MM) 5800+4@5950+5800 C/C of Insulation PU 50mm PU 35kg/cum

Steel frame Wall Single Skin 26 Gauge GI

Eave Height (MM) 8000 Clear Cold Formed Sections Finish GI

Roof Slope 1: 10

Live Load (Roof) 0.57 KN/M2 Purlin Lap: 350mm(end bay) & 80mm(interior)

Live Load (Frame) 0.57 KN/M2 202Z15 For All Bays

Wind Speed ( 3 sec.

gust )

165.6 KM/Hour Max. spacing= 1600mm

Dead Load (Self Wt) 0.17 KN/M2 SW Girt Lap: 350mm(end bay) & 80mm(interior)

Collateral load 0.00 KN/M2 202Z15 For All Bays Max. spacing= 1580mm

Other loads : NIL EW Girt Lap: 350mm

202Z15 For All Bays Max. spacing= 1600mm

Eave Strut SAME AS PURLIN

Crane Beam Design NIL Bracing ROD

Mezzanine NIL Near Side Wall No. Of Bays 2 Type ROD

Fascia NIL Far Side Wall No. Of Bays 2 Type ROD

Left End Wall

Type :

Main frame Roof No. Of Bays 2 Type ROD

Column Spacing :

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

Right End Wall

Type :

Main frame

Column Spacing :

6400+5800 C/C of Steel Col.

Rigid Frames 1 TO 7

On Grid Lines

Remarks:

* ALL AROUND FULL HEIGHT SHEETING

Design Summary

Design Summary

1 7

A

D

RIDGE LINE




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Purlin Design Sheet

Sag Rods No 12 Total Weight 153.53 Kgs.

1 Liner No Deflection Limit (Gravity Loads) 180

Welded Plate No Design ASD Deflection Limit (Wind Load) 120

Axial Load = 10 kN Due to wind

Spans m 6.00 6.00 6.00 6.00 6.00 6.00 Span = 1

DL+LL kN/m 1.52 1.52 1.52 1.52 1.52 1.52WL SUCTION kN/m 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 1 1 1 1 1 1 1 1 1 1Purlin Sizes 200Z15 200Z15 200Z15 200Z15 200Z15 200Z15Purlin Lap C C

C= Continous lap 350 mm each side.

Wind Increase 1.33

By Structrural analysis using Stiffness Matrix Analysis the following Internal Forces are obtained

** DL+LL

Moment-Left Support kN.m 0.00 -5.79 -1.40 -1.40 -1.40 -5.79 0.00 0.00 0.00 0.00Moment-Left Lap kN.m 0.00 -4.12 -1.40 -1.40 -1.40 -4.05 0.00 0.00 0.00 0.00Moment-Mid Span kN.m 4.25 3.42 5.44 5.44 3.42 4.25 0.00 0.00 0.00 0.00Moment-Right Lap kN.m -4.05 -1.40 -1.40 -1.40 -4.12 0.00 0.00 0.00 0.00 0.00

Shear-Left Lap kN 3.60 4.79 4.56 4.56 3.83 5.02 0.00 0.00 0.00 0.00Shear-Right Lap kN -5.02 -3.83 -4.56 -4.56 -4.79 -3.60 0.00 0.00 0.00 0.00

** WL SUCTION

Moment-Left Support kN.m 0.00 -6.50 -1.86 -1.86 -1.86 -5.80 0.00 0.00 0.00 0.00Moment-Left Lap kN.m 0.00 -4.82 -1.86 -1.86 -1.86 -4.06 0.00 0.00 0.00 0.00Moment-Mid Span kN.m 5.24 2.87 4.99 4.99 3.16 4.26 0.00 0.00 0.00 0.00Moment-Right Lap kN.m -4.45 -1.86 -1.86 -1.86 -4.16 0.00 0.00 0.00 0.00 0.00

Shear-Left Lap kN 4.36 4.84 4.57 4.57 3.91 5.03 0.00 0.00 0.00 0.00Shear-Right Lap kN -5.93 -3.80 -4.57 -4.57 -4.72 -3.60 0.00 0.00 0.00 0.00

By checking the stresses as per AISI 2001 NASthe following Stress Ratios ( Actual Stress / Allowable Stress ) are obtained

Shear strength as per section C3.2Bending strength as per section C3.1Web Crippling strength as per section C3.4 The Maximum Value of these Stress Ratios are reported belowCombined Bending & Shear strength as per section C3.3Combined Bending & Web Crippling as per section C3.5

** DL+LL

Left Support 0.86 0.81 0.63 0.68 0.63 0.81 0.54Left Lap 0.32 0.72 0.41 0.41 0.34 0.71Mid Span 0.75 0.60 0.96 0.96 0.60 0.75Right Lap 0.71 0.34 0.41 0.41 0.72 0.32

Deflection Cm 2.00 1.50 3.07 3.07 1.50 2.00 0.00 0.00 0.00 0.00

Allowable Cm 3.33 3.33 3.33 3.33 3.33 3.33

** WL SUCTION

Left Support 0.49 0.82 0.47 0.51 0.48 0.74 0.40Left Lap 0.29 0.64 0.31 0.31 0.26 0.54Mid Span 0.69 0.38 0.66 0.66 0.42 0.56Right Lap 0.59 0.25 0.31 0.31 0.55 0.24

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Deflection Cm -Ve 2.54 1.09 2.75 2.75 1.34 2.01 0.00 0.00 0.00 0.00

Allowable Cm -Ve 5.00 5.00 5.00 5.00 5.00 5.00

Last Revised on 13-Feb-2007

Point of CF - Left m 0.00 1.57 0.44 0.44 0.53 1.27 0.00 0.00 0.00 0.00

Unbraced Length m 4.81 3.88 5.12 5.12 4.08 4.73 0.00 0.00 0.00 0.00

Point of CF Right m 1.19 0.55 0.44 0.44 1.39 0.00 0.00 0.00 0.00 0.00

Sag Rod Spacing from Centre m 2.40 1.94 2.56 2.56 2.04 2.37 0.00 0.00 0.00 0.00

All Stress Ratios as per above are less than 1.0 - Use Sizes as given above.

Design Calculation Sheet for Zee Purlins

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Purlin Design Sheet




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Girt Design Sheet

Sag Rods No 12 Total Weight 206.47 Kgs.

1 Liner No Deflection Limit (Wind Loads) 180

Welded Plate No Design ASD Deflection Limit (Wind Load) 120

Axial Load = 10 kN Due to wind

Spans m 6.00 6.00 6.00 6.00 6.00 6.00 5.80 6.40 Span = 1

WL PRESSURE kN/m 1.44 1.44 1.44 1.44 1.44 1.44 1.44 1.44WL SUCTION kN/m -1.58 -1.58 -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 1 1 1 1 1 1 1 1 1 1Girt Sizes 200Z15 200Z15 200Z15 200Z15 200Z15 200Z15 200Z15 200Z15Girt Lap C S S S C C

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

Wind Increase 1.33

By Structrural analysis using Stiffness Matrix Analysis the following Internal Forces are obtained

** WL PRESSURE

Moment-Left Support kN.m 0.00 -5.47 -1.40 -1.40 -1.40 -5.47 0.00 0.00 -6.74 0.00Moment-Left Lap kN.m 0.00 -3.91 -1.40 -1.40 -1.40 -3.83 0.00 0.00 -4.95 0.00Moment-Mid Span kN.m 4.02 3.19 5.07 5.07 3.19 4.02 0.00 3.15 4.38 0.00Moment-Right Lap kN.m -3.83 -1.40 -1.40 -1.40 -3.91 0.00 0.00 -5.06 0.00 0.00

Shear-Left Lap kN 3.40 4.52 4.31 4.31 3.63 4.75 0.00 3.01 5.18 0.00Shear-Right Lap kN -4.75 -3.63 -4.31 -4.31 -4.52 -3.40 0.00 -4.86 -3.55 0.00

** WL SUCTION

Moment-Left Support kN.m 0.00 6.02 1.86 1.86 1.86 6.02 0.00 0.00 7.41 0.00Moment-Left Lap kN.m 0.00 4.31 1.86 1.86 1.86 4.21 0.00 0.00 5.44 0.00Moment-Mid Span kN.m -4.42 -3.33 -5.26 -5.26 -3.33 -4.42 0.00 -3.46 -4.82 0.00Moment-Right Lap kN.m 4.21 1.86 1.86 1.86 4.31 0.00 0.00 5.56 0.00 0.00

Shear-Left Lap kN -3.74 -4.92 -4.74 -4.74 -4.05 -5.23 0.00 -3.31 -5.70 0.00Shear-Right Lap kN 5.23 4.05 4.74 4.74 4.92 3.74 0.00 5.34 3.90 0.00

By checking the stresses as per AISI 2001 NASthe following Stress Ratios ( Actual Stress / Allowable Stress ) are obtained

Shear strength as per section C3.2Bending strength as per section C3.1Web Crippling strength as per section C3.4 The Maximum Value of these Stress Ratios are reported belowCombined Bending & Shear strength as per section C3.3Combined Bending & Web Crippling as per section C3.5

** WL PRESSURE

Left Support 0.61 0.57 0.45 0.48 0.45 0.57 0.38 0.34 0.62 0.40Left Lap 0.23 0.52 0.29 0.29 0.24 0.51 0.20 0.65Mid Span 0.53 0.42 0.67 0.67 0.42 0.53 0.42 0.58Right Lap 0.51 0.24 0.29 0.29 0.52 0.23 0.67 0.24

Deflection Cm 1.90 1.40 2.85 2.85 1.40 1.90 0.00 1.11 2.25 0.00

Allowable Cm 3.33 3.33 3.33 3.33 3.33 3.33 3.22 3.56

** WL SUCTION

Left Support 0.25 0.40 0.16 0.16 0.16 0.40 0.25 0.22 0.49 0.26Left Lap 0.25 0.57 0.32 0.32 0.27 0.56 0.22 0.72Mid Span 0.83 0.63 0.99 0.99 0.63 0.83 0.65 0.91Right Lap 0.56 0.27 0.32 0.32 0.57 0.25 0.73 0.26

0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00

Deflection Cm -Ve 2.08 1.42 2.91 2.91 1.42 2.08 0.00 1.23 2.47 0.00

Allowable Cm -Ve 5.00 5.00 5.00 5.00 5.00 5.00 4.83 5.33

Last Revised on 13-Feb-2007

Point of CF - Left m 0.00 1.39 0.42 0.42 0.51 1.27 0.00 0.00 1.46 0.00

Unbraced Length m 4.73 4.10 5.16 5.16 4.10 4.73 0.00 4.18 4.94 0.00

Point of CF Right m 1.27 0.51 0.42 0.42 1.39 0.00 0.00 1.62 0.00 0.00

Sag Rod Spacing from Centre m 2.37 2.05 2.58 2.58 2.05 2.37 0.00 2.09 2.47 0.00

All Stress Ratios as per above are less than 1.0 - Use Sizes as given above.

Design Calculation Sheet for Zee Girts

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Section 2: Computer Design Printouts

• Crane Beam Design

• Main frame design GL 1 To 7

• End wall column design

• Connection and base plate design

Computer Design Printouts




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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 1.03 108.23 60.59 146.65 112.11 206.40 15.86 89.40 18.40 165.00 0.53 0.54 4.15 1.03 108.23 56.01 146.65 103.65 206.40 15.91 89.40 16.99 165.00 0.49 0.50 4.31 1.03 108.23 51.42 146.65 95.15 206.40 15.96 89.40 15.57 165.00 0.45 0.46 4.46 1.03 108.23 46.82 146.65 86.63 206.40 16.01 89.40 14.16 165.00 0.41 0.42 4.62 1.03 108.23 42.20 146.65 78.09 206.40 16.06 89.40 12.74 165.00 0.37 0.38 4.77 1.03 108.23 37.57 146.65 69.52 206.40 16.11 89.40 11.32 165.00 0.33 0.34 4.92 1.03 108.23 32.92 146.65 60.92 206.40 16.16 89.40 9.91 165.00 0.29 0.30 5.08 1.03 108.23 28.26 146.65 52.29 206.40 16.21 89.40 8.49 165.00 0.25 0.25 5.23 1.03 108.23 23.59 146.65 43.64 206.40 16.26 89.40 7.08 165.00 0.21 0.21 5.38 1.03 108.23 18.90 146.65 34.97 206.40 16.30 89.40 5.66 165.00 0.17 0.18 5.54 1.03 108.23 14.19 146.65 26.26 206.40 16.35 89.40 4.25 165.00 0.13 0.18 5.69 1.03 108.23 9.48 146.65 17.54 206.40 16.40 89.40 2.83 165.00 0.09 0.18 5.85 1.03 108.23 4.75 146.65 8.78 206.40 16.45 89.40 1.42 165.00 0.05 0.18 6.00 1.03 108.23 -0.00 146.65 -0.00 206.40 16.50 89.40 -0.00 165.00 0.01 0.18 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




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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 ____________________________________________________________________________________________________________ 3.23 370.00 6.17 1669.23 1.00 1.00 16.99 3.38 370.00 6.17 1669.23 1.00 1.00 16.74 3.54 370.00 6.17 1669.23 1.00 1.00 16.50 3.69 370.00 6.17 1669.23 1.00 1.00 79.97 3.85 370.00 6.17 1669.23 1.00 1.00 80.22 4.00 370.00 6.17 1669.23 1.00 1.00 80.46 4.15 370.00 6.17 1669.23 1.00 1.00 80.71 4.31 370.00 6.17 1669.23 1.00 1.00 80.96 4.46 370.00 6.17 1669.23 1.00 1.00 81.21 4.62 370.00 6.17 1669.23 1.00 1.00 81.46 4.77 370.00 6.17 1669.23 1.00 1.00 81.71 4.92 370.00 6.17 1669.23 1.00 1.00 81.96 5.08 370.00 6.17 1669.23 1.00 1.00 82.21 5.23 370.00 6.17 1669.23 1.00 1.00 82.46 5.38 370.00 6.17 1669.23 1.00 1.00 82.71 5.54 370.00 6.17 1669.23 1.00 1.00 82.95 5.69 370.00 6.17 1669.23 1.00 1.00 83.20 5.85 370.00 6.17 1669.23 1.00 1.00 83.45 6.00 370.00 6.17 1669.23 1.00 1.00 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 6.38 65.83 6.65 4.84 9.73 3.48 2.62 6.38 66.85 6.56 4.92 9.91 3.55 2.77 6.38 67.85 6.47 4.99 10.03 3.59 2.92 6.38 68.84 6.38 5.06 10.09 3.61 3.08 6.38 69.81 6.29 5.14 10.09 3.61 3.23 6.38 70.77 6.20 5.21 10.03 3.59 3.38 6.38 71.72 6.11 5.29 9.90 3.54 3.54 6.38 72.65 6.02 5.36 9.71 3.48 3.69 6.38 68.88 29.17 5.08 9.47 3.39 3.85 6.38 64.38 29.26 4.74 9.16 3.28 4.00 6.38 59.87 29.35 4.40 8.78 3.14 4.15 6.38 55.35 29.44 4.06 8.35 2.99 4.31 6.38 50.82 29.53 3.72 7.86 2.81 4.46 6.38 46.27 29.62 3.39 7.31 2.62 4.62 6.38 41.70 29.71 3.05 6.72 2.41 4.77 6.38 37.12 29.80 2.71 6.08 2.18 4.92 6.38 32.53 29.89 2.37 5.41 1.94 5.08 6.38 27.93 29.98 2.03 4.70 1.68 5.23 6.38 23.31 30.07 1.69 3.96 1.42 5.38 6.38 18.67 30.16 1.35 3.20 1.14 5.54 6.38 14.03 30.25 1.02 2.42 0.86 5.69 6.38 9.36 30.35 0.68 1.62 0.58 5.85 6.38 4.69 30.44 0.34 0.81 0.29 6.00 6.38 -0.00 30.53 -0.00 -0.00 -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. 7 12.2 6.29777 0; 8 0.75 6.29777 0; 9 11.45 6.29777 0 16. MEMBER INCIDENCES 17. 1 1 6; 2 3 2; 3 3 4; 4 5 7; 5 6 2; 6 7 4; 7 6 8; 8 7 9 18. SUPPORTS 19. 1 5 PINNED 20. DEFINE MATERIAL START 21. ISOTROPIC STEEL 22. E 2.05E+008 23. POISSON 0.3 24. DENSITY 76.8195 25. ALPHA 1.2E-005 26. DAMP 0.03 27. END DEFINE MATERIAL 28. CONSTANTS 29. MATERIAL STEEL ALL 30. UNIT MMS KN 31. MEMBER PROPERTY AMERICAN 32. *--------------RAFTER------------------- - 33. 2 3 TAPERED 350 5 350 175 6 175 6 34. *--------------COLUMN------------------- - 35. 1 4 TAPERED 250 5 400 175 6 175 6 36. 5 6 TAPERED 400 5 400 175 6 175 6 37. UNIT METER KN 38. MEMBER PROPERTY BRITISH 39. 7 8 TABLE ST UB305X165X40




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40. MEMBER OFFSET 41. 2 END 0.275 0 0 42. 3 END -0.275 0 0 43. 5 END 0.075 0 0 44. 6 END -0.075 0 0 45. 1 END 0.075 0 0 46. 5 START 0.075 0 0 47. 4 END -0.075 0 0 48. 6 START -0.075 0 0 49. *ENCLOSED BULDING- MBMA '86 50. *-------------------------------------------------------------------- - 51. * BAY =6M DEAD L=0.17KN/SQM COLL=0KN/SQM ROOF LL=0.57KN/SQM 52. *-------------------------------------------------------------------- - 53. LOAD 1 LOADTYPE DEAD TITLE DEAD 54. MEMBER LOAD 55. 2 UNI GY -1.02 56. 3 UNI GY -1.02 57. SELFWEIGHT Y -1 58. *----------------------------------------------------- - 59. LOAD 2 LOADTYPE ROOF LIVE TITLE LIVE 60. MEMBER LOAD 61. 2 UNI GY -3.42 62. 3 UNI GY -3.42 63. *----------------------------------------------------- - 64. LOAD 3 LOADTYPE FLUIDS TITLE TITLE COLL 65. MEMBER LOAD 66. 2 UNI GY 0 67. 3 UNI GY 0 68. *----------------------------------------------------- - 69. LOAD 4 LOADTYPE WIND TITLE WIND LEFT 70. MEMBER LOAD 71. 1 5 UNI GX 1.36 72. 2 UNI Y 5.438 73. 3 UNI Y 3.535 74. 4 6 UNI GX 2.991 75. *----------------------------------------------------- - 76. LOAD 5 LOADTYPE WIND TITLE WIND RIGHT 77. MEMBER LOAD 78. 1 5 UNI GX -2.991 79. 2 UNI Y 3.535 80. 3 UNI Y 5.438 81. 4 6 UNI GX -1.36 82. *----------------------------------------------------- - 83. LOAD 6 LOADTYPE WIND TITLE WIND END A-A 84. MEMBER LOAD 85. 1 5 UNI GX -3.807 86. 2 UNI Y 5.438 87. 3 UNI Y 3.535 88. 4 6 UNI GX 3.807 89. *----------------------------------------------------- - 90. LOAD 7 LOADTYPE WIND TITLE WIND END B-B




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91. MEMBER LOAD 92. 1 5 UNI GX -3.807 93. 2 UNI Y 3.535 94. 3 UNI Y 5.438 95. 4 6 UNI GX 3.807 96. *----------------------------------------------------- - 97. *CRANE LOADS 98. *----------------------------------------------------- - 99. LOAD 8 LOADTYPE CRANE HOOK TITLE CRL1 100. JOINT LOAD 101. 8 FY -61 102. 9 FY -22 103. 8 FX -4.5 104. 9 FX -4.5 105. *----------------------------------------------------- - 106. LOAD 9 LOADTYPE CRANE HOOK TITLE CRL2 107. JOINT LOAD 108. 8 FY -61 109. 9 FY -22 110. 8 FX 4.5 111. 9 FX 4.5 112. *----------------------------------------------------- - 113. LOAD 10 LOADTYPE CRANE HOOK TITLE CRL3 114. JOINT LOAD 115. 8 FY -22 116. 9 FY -61 117. 8 FX -4.5 118. 9 FX -4.5 119. *----------------------------------------------------- - 120. LOAD 11 LOADTYPE CRANE HOOK TITLE CRL4 121. JOINT LOAD 122. 8 FY -22 123. 9 FY -61 124. 8 FX 4.5 125. 9 FX 4.5 126. *----------------------------------------------------- - 127. *LOAD COMBINATION STARTS 128. *----------------------------------------------------- - 129. LOAD COMB 100 DL+LL 130. 1 1.0 3 1.0 131. LOAD COMB 101 DL+LL+CL 132. 1 1.0 2 1.0 3 1.0 133. *DL+WIND LOAD ---------- - 134. LOAD COMB 102 DL+WL 135. 1 0.75 4 0.75 136. LOAD COMB 103 DL+WR 137. 1 0.75 5 0.75 138. LOAD COMB 104 DL+WE-A 139. 1 0.75 6 0.75 140. LOAD COMB 105 DL+WE-B 141. 1 0.75 7 0.75




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142. *DL+CL+WIND LOAD ---------- - 143. LOAD COMB 106 DL+CL+WL 144. 1 0.75 4 0.75 3 0.75 145. LOAD COMB 107 DL+CL+WR 146. 1 0.75 5 0.75 3 0.75 147. LOAD COMB 108 DL+CL+WE-A 148. 1 0.75 6 0.75 3 0.75 149. LOAD COMB 109 DL+CL+WE-B 150. 1 0.75 7 0.75 3 0.75 151. *DL+CL+CRANE LOAD ---------- - 152. LOAD COMB 110 DL+CL+CRL1 153. 1 1.0 3 1.0 8 1.0 154. LOAD COMB 111 DL+CL+CRL2 155. 1 1.0 3 1.0 9 1.0 156. LOAD COMB 112 DL+CL+CRL3 157. 1 1.0 3 1.0 10 1.0 158. LOAD COMB 113 DL+CL+CRL4 159. 1 1.0 3 1.0 11 1.0 160. *DL+CRANE LOAD+WIND LOAD ---------- - 161. LOAD COMB 114 DL+WL+CL+CRL1 162. 1 0.75 4 0.375 3 0.75 8 0.75 163. LOAD COMB 115 DL+WL+CL+CRL2 164. 1 0.75 4 0.375 3 0.75 9 0.75 165. LOAD COMB 116 DL+WL+CL+CRL3 166. 1 0.75 4 0.375 3 0.75 10 0.75 167. LOAD COMB 117 DL+WL+CL+CRL4 168. 1 0.75 4 0.375 3 0.75 11 0.75 169. *DL+CL+CRANE LOAD+WIND LOAD---------- - 170. LOAD COMB 118 DL+WR+CL+CRL1 171. 1 0.75 5 0.375 3 0.75 8 0.75 172. LOAD COMB 119 DL+WR+CL+CRL2 173. 1 0.75 5 0.375 3 0.75 9 0.75 174. LOAD COMB 120 DL+WR+CL+CRL3 175. 1 0.75 5 0.375 3 0.75 10 0.75 176. LOAD COMB 121 DL+WR+CL+CRL4 177. 1 0.75 5 0.375 3 0.75 11 0.75 178. LOAD COMB 122 DL+WE-A+CL+CRL1 179. 1 0.75 6 0.375 3 0.75 8 0.75 180. LOAD COMB 123 DL+WE-A+CL+CRL2 181. 1 0.75 6 0.375 3 0.75 9 0.75 182. LOAD COMB 124 DL+WE-A+CL+CRL3 183. 1 0.75 6 0.375 3 0.75 10 0.75 184. LOAD COMB 125 DL+WE-A+CL+CRL4 185. 1 0.75 6 0.375 3 0.75 11 0.75 186. LOAD COMB 126 DL+WE-B+CL+CRL1 187. 1 0.75 7 0.375 3 0.75 8 0.75 188. LOAD COMB 127 DL+WE-B+CL+CRL2 189. 1 0.75 7 0.375 3 0.75 9 0.75 190. LOAD COMB 128 DL+WE-B+CL+CRL3 191. 1 0.75 7 0.375 3 0.75 10 0.75 192. LOAD COMB 129 DL+WE-B+CL+CRL4 193. 1 0.75 7 0.375 3 0.75 11 0.75 194. 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




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ORIGINAL/FINAL BAND-WIDTH= 5/ 2/ 9 DOF TOTAL PRIMARY LOAD CASES = 11, TOTAL DEGREES OF FREEDOM = 23 SIZE OF STIFFNESS MATRIX = 1 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.0/ 32419.7 MB 195. PRINT SUPPORT REACTION ALL

SUPPORT REACTION ALL




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SUPPORT REACTIONS -UNIT KN METE STRUCTURE TYPE = PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 1.48 10.42 0.00 0.00 0.00 0.00 2 3.78 20.03 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 -19.45 -40.68 0.00 0.00 0.00 0.00 5 16.16 -11.59 0.00 0.00 0.00 0.00 6 10.94 -27.95 0.00 0.00 0.00 0.00 7 9.78 -24.32 0.00 0.00 0.00 0.00 8 7.75 63.25 0.00 0.00 0.00 0.00 9 -1.25 53.96 0.00 0.00 0.00 0.00 10 7.75 29.04 0.00 0.00 0.00 0.00 11 -1.25 19.75 0.00 0.00 0.00 0.00 100 1.48 10.42 0.00 0.00 0.00 0.00 101 5.26 30.45 0.00 0.00 0.00 0.00 102 -13.48 -22.70 0.00 0.00 0.00 0.00 103 13.23 -0.88 0.00 0.00 0.00 0.00 104 9.31 -13.15 0.00 0.00 0.00 0.00 105 8.44 -10.43 0.00 0.00 0.00 0.00 106 -13.48 -22.70 0.00 0.00 0.00 0.00 107 13.23 -0.88 0.00 0.00 0.00 0.00 108 9.31 -13.15 0.00 0.00 0.00 0.00 109 8.44 -10.43 0.00 0.00 0.00 0.00 110 9.22 73.66 0.00 0.00 0.00 0.00 111 0.22 64.37 0.00 0.00 0.00 0.00 112 9.22 39.46 0.00 0.00 0.00 0.00 113 0.22 30.17 0.00 0.00 0.00 0.00 114 -0.37 39.99 0.00 0.00 0.00 0.00 115 -7.12 33.02 0.00 0.00 0.00 0.00 116 -0.37 14.34 0.00 0.00 0.00 0.00 117 -7.12 7.37 0.00 0.00 0.00 0.00 118 12.98 50.90 0.00 0.00 0.00 0.00 119 6.23 43.93 0.00 0.00 0.00 0.00 120 12.98 25.25 0.00 0.00 0.00 0.00 121 6.23 18.28 0.00 0.00 0.00 0.00 122 11.02 44.77 0.00 0.00 0.00 0.00 123 4.27 37.80 0.00 0.00 0.00 0.00 124 11.02 19.11 0.00 0.00 0.00 0.00 125 4.27 12.15 0.00 0.00 0.00 0.00 126 10.58 46.13 0.00 0.00 0.00 0.00 127 3.83 39.16 0.00 0.00 0.00 0.00 128 10.58 20.47 0.00 0.00 0.00 0.00 129 3.83 13.51 0.00 0.00 0.00 0.00




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5 1 -1.48 10.42 0.00 0.00 0.00 0.00 2 -3.78 20.03 0.00 0.00 0.00 0.00 3 0.00 0.00 0.00 0.00 0.00 0.00 4 -16.16 -11.59 0.00 0.00 0.00 0.00 5 19.45 -40.68 0.00 0.00 0.00 0.00 6 -9.78 -24.32 0.00 0.00 0.00 0.00 7 -10.94 -27.95 0.00 0.00 0.00 0.00 8 1.25 19.75 0.00 0.00 0.00 0.00 9 -7.75 29.04 0.00 0.00 0.00 0.00 10 1.25 53.96 0.00 0.00 0.00 0.00 11 -7.75 63.25 0.00 0.00 0.00 0.00 100 -1.48 10.42 0.00 0.00 0.00 0.00 101 -5.26 30.45 0.00 0.00 0.00 0.00 102 -13.23 -0.88 0.00 0.00 0.00 0.00 103 13.48 -22.70 0.00 0.00 0.00 0.00 104 -8.44 -10.43 0.00 0.00 0.00 0.00 105 -9.31 -13.15 0.00 0.00 0.00 0.00 106 -13.23 -0.88 0.00 0.00 0.00 0.00 107 13.48 -22.70 0.00 0.00 0.00 0.00 108 -8.44 -10.43 0.00 0.00 0.00 0.00 109 -9.31 -13.15 0.00 0.00 0.00 0.00 110 -0.22 30.17 0.00 0.00 0.00 0.00 111 -9.22 39.46 0.00 0.00 0.00 0.00 112 -0.22 64.37 0.00 0.00 0.00 0.00 113 -9.22 73.66 0.00 0.00 0.00 0.00 114 -6.23 18.28 0.00 0.00 0.00 0.00 115 -12.98 25.25 0.00 0.00 0.00 0.00 116 -6.23 43.93 0.00 0.00 0.00 0.00 117 -12.98 50.90 0.00 0.00 0.00 0.00 118 7.12 7.37 0.00 0.00 0.00 0.00 119 0.37 14.34 0.00 0.00 0.00 0.00 120 7.12 33.02 0.00 0.00 0.00 0.00 121 0.37 39.99 0.00 0.00 0.00 0.00 122 -3.83 13.51 0.00 0.00 0.00 0.00 123 -10.58 20.47 0.00 0.00 0.00 0.00 124 -3.83 39.16 0.00 0.00 0.00 0.00 125 -10.58 46.13 0.00 0.00 0.00 0.00 126 -4.27 12.15 0.00 0.00 0.00 0.00 127 -11.02 19.11 0.00 0.00 0.00 0.00 128 -4.27 37.80 0.00 0.00 0.00 0.00 129 -11.02 44.77 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT **************




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196. PARAMETER 1 197. CODE AISC 198. FYLD 275000 ALL 199. *-------------------- - 200. *COLUMNS 201. *-------------------- - 202. UNL 1.5 MEMB 1 4 TO 6 203. LY 1.5 MEMB 1 4 TO 6 204. LZ 8.8 MEMB 1 4 TO 6 205. KZ 1.5 MEMB 1 4 TO 6 206. *-------------------- - 207. *RAFTER 208. *-------------------- - 209. UNT 1.5 MEMB 2 3 210. UNB 3 MEMB 2 3 211. LY 3 MEMB 2 3 212. LZ 6.1 MEMB 2 3 213. MAIN 0 ALL 214. TAPER 0 ALL 215. BEAM 1 ALL 216. TRACK 2 ALL 217. LOAD LIST 100 TO 129 218. CHECK CODE ALL




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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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JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 118 -9.9254 0.0348 0.0000 0.0000 0.0000 0.0036 119 0.3912 -0.0281 0.0000 0.0000 0.0000 -0.0010 120 -13.6869 0.0733 0.0000 0.0000 0.0000 0.0060 121 -3.3703 0.0105 0.0000 0.0000 0.0000 0.0014 122 -3.8936 0.0097 0.0000 0.0000 0.0000 0.0000 123 6.4230 -0.0531 0.0000 0.0000 0.0000 -0.0047 124 -7.6551 0.0483 0.0000 0.0000 0.0000 0.0024 125 2.6615 -0.0145 0.0000 0.0000 0.0000 -0.0023 126 -2.7318 0.0031 0.0000 0.0000 0.0000 -0.0008 127 7.5849 -0.0597 0.0000 0.0000 0.0000 -0.0055 128 -6.4932 0.0417 0.0000 0.0000 0.0000 0.0016 129 3.8234 -0.0212 0.0000 0.0000 0.0000 -0.0031 3 100 0.0000 -0.8932 0.0000 0.0000 0.0000 0.0000 101 0.0000 -3.2209 0.0000 0.0000 0.0000 0.0000 102 13.2994 1.3423 0.0000 0.0000 0.0000 0.0031 103 -13.2994 1.3423 0.0000 0.0000 0.0000 -0.0031 104 -1.1590 0.4315 0.0000 0.0000 0.0000 -0.0007 105 1.1590 0.4315 0.0000 0.0000 0.0000 0.0007 106 13.2994 1.3423 0.0000 0.0000 0.0000 0.0031 107 -13.2994 1.3423 0.0000 0.0000 0.0000 -0.0031 108 -1.1590 0.4315 0.0000 0.0000 0.0000 -0.0007 109 1.1590 0.4315 0.0000 0.0000 0.0000 0.0007 110 -4.3642 -1.1950 0.0000 0.0000 0.0000 -0.0009 111 9.3653 -1.1950 0.0000 0.0000 0.0000 0.0028 112 -9.3653 -1.1950 0.0000 0.0000 0.0000 -0.0028 113 4.3642 -1.1950 0.0000 0.0000 0.0000 0.0009 114 3.3765 0.1099 0.0000 0.0000 0.0000 0.0009 115 13.6737 0.1099 0.0000 0.0000 0.0000 0.0036 116 -0.3743 0.1099 0.0000 0.0000 0.0000 -0.0005 117 9.9229 0.1099 0.0000 0.0000 0.0000 0.0022 118 -9.9229 0.1099 0.0000 0.0000 0.0000 -0.0022 119 0.3743 0.1099 0.0000 0.0000 0.0000 0.0005 120 -13.6737 0.1099 0.0000 0.0000 0.0000 -0.0036 121 -3.3766 0.1099 0.0000 0.0000 0.0000 -0.0009 122 -3.8527 -0.3455 0.0000 0.0000 0.0000 -0.0010 123 6.4445 -0.3455 0.0000 0.0000 0.0000 0.0018 124 -7.6035 -0.3455 0.0000 0.0000 0.0000 -0.0024 125 2.6937 -0.3455 0.0000 0.0000 0.0000 0.0003 126 -2.6937 -0.3455 0.0000 0.0000 0.0000 -0.0003 127 7.6035 -0.3455 0.0000 0.0000 0.0000 0.0024 128 -6.4445 -0.3455 0.0000 0.0000 0.0000 -0.0018 129 3.8527 -0.3455 0.0000 0.0000 0.0000 0.0010 4 100 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 13.1939 0.0773 0.0000 0.0000 0.0000 -0.0077 103 -13.4535 -0.0902 0.0000 0.0000 0.0000 0.0034 104 -1.1934 0.0140 0.0000 0.0000 0.0000 0.0013 105 1.1303 0.0272 0.0000 0.0000 0.0000 -0.0003




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JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 106 13.1939 0.0773 0.0000 0.0000 0.0000 -0.0077 107 -13.4535 -0.0902 0.0000 0.0000 0.0000 0.0034 108 -1.1934 0.0140 0.0000 0.0000 0.0000 0.0013 109 1.1303 0.0272 0.0000 0.0000 0.0000 -0.0003 110 -4.2582 -0.0348 0.0000 0.0000 0.0000 0.0041 111 9.4973 0.0489 0.0000 0.0000 0.0000 -0.0021 112 -9.2735 -0.0863 0.0000 0.0000 0.0000 0.0073 113 4.4820 -0.0025 0.0000 0.0000 0.0000 0.0010 114 3.3703 0.0105 0.0000 0.0000 0.0000 -0.0014 115 13.6869 0.0733 0.0000 0.0000 0.0000 -0.0060 116 -0.3912 -0.0281 0.0000 0.0000 0.0000 0.0010 117 9.9254 0.0348 0.0000 0.0000 0.0000 -0.0036 118 -9.9534 -0.0733 0.0000 0.0000 0.0000 0.0042 119 0.3632 -0.0104 0.0000 0.0000 0.0000 -0.0005 120 -13.7149 -0.1118 0.0000 0.0000 0.0000 0.0066 121 -3.3983 -0.0490 0.0000 0.0000 0.0000 0.0019 122 -3.8234 -0.0212 0.0000 0.0000 0.0000 0.0031 123 6.4932 0.0417 0.0000 0.0000 0.0000 -0.0016 124 -7.5849 -0.0597 0.0000 0.0000 0.0000 0.0055 125 2.7318 0.0031 0.0000 0.0000 0.0000 0.0008 126 -2.6615 -0.0145 0.0000 0.0000 0.0000 0.0023 127 7.6551 0.0483 0.0000 0.0000 0.0000 -0.0024 128 -6.4230 -0.0531 0.0000 0.0000 0.0000 0.0047 129 3.8936 0.0097 0.0000 0.0000 0.0000 0.0000 5 100 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 -0.0228 103 0.0000 0.0000 0.0000 0.0000 0.0000 0.0249 104 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0012 105 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0047 106 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0228 107 0.0000 0.0000 0.0000 0.0000 0.0000 0.0249 108 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0012 109 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0047 110 0.0000 0.0000 0.0000 0.0000 0.0000 0.0053 111 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0179 112 0.0000 0.0000 0.0000 0.0000 0.0000 0.0119 113 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0113 114 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0070 115 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0244 116 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0021 117 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0195 118 0.0000 0.0000 0.0000 0.0000 0.0000 0.0168 119 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0006 120 0.0000 0.0000 0.0000 0.0000 0.0000 0.0218 121 0.0000 0.0000 0.0000 0.0000 0.0000 0.0044 122 0.0000 0.0000 0.0000 0.0000 0.0000 0.0038 123 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0136




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JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 124 0.0000 0.0000 0.0000 0.0000 0.0000 0.0087 125 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0087 126 0.0000 0.0000 0.0000 0.0000 0.0000 0.0021 127 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0153 128 0.0000 0.0000 0.0000 0.0000 0.0000 0.0070 129 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0104 6 100 -0.3120 -0.0001 0.0000 0.0000 0.0000 -0.0006 101 -1.1266 0.0040 0.0000 0.0000 0.0000 -0.0021 102 11.9367 -0.0447 0.0000 0.0000 0.0000 -0.0104 103 -11.1713 0.0497 0.0000 0.0000 0.0000 0.0113 104 -1.2079 0.0297 0.0000 0.0000 0.0000 -0.0005 105 0.6873 0.0221 0.0000 0.0000 0.0000 -0.0028 106 11.9367 -0.0447 0.0000 0.0000 0.0000 -0.0104 107 -11.1713 0.0497 0.0000 0.0000 0.0000 0.0113 108 -1.2079 0.0297 0.0000 0.0000 0.0000 -0.0005 109 0.6873 0.0221 0.0000 0.0000 0.0000 -0.0028 110 -4.5078 -0.0120 0.0000 0.0000 0.0000 0.0006 111 7.3116 -0.0566 0.0000 0.0000 0.0000 -0.0112 112 -8.5269 0.0191 0.0000 0.0000 0.0000 0.0066 113 3.2925 -0.0254 0.0000 0.0000 0.0000 -0.0051 114 2.7045 -0.0314 0.0000 0.0000 0.0000 -0.0045 115 11.5690 -0.0648 0.0000 0.0000 0.0000 -0.0134 116 -0.3098 -0.0080 0.0000 0.0000 0.0000 0.0000 117 8.5547 -0.0414 0.0000 0.0000 0.0000 -0.0088 118 -8.8495 0.0158 0.0000 0.0000 0.0000 0.0063 119 0.0150 -0.0176 0.0000 0.0000 0.0000 -0.0025 120 -11.8638 0.0392 0.0000 0.0000 0.0000 0.0108 121 -2.9993 0.0058 0.0000 0.0000 0.0000 0.0020 122 -3.8678 0.0058 0.0000 0.0000 0.0000 0.0004 123 4.9968 -0.0276 0.0000 0.0000 0.0000 -0.0084 124 -6.8821 0.0292 0.0000 0.0000 0.0000 0.0049 125 1.9825 -0.0042 0.0000 0.0000 0.0000 -0.0039 126 -2.9202 0.0020 0.0000 0.0000 0.0000 -0.0007 127 5.9443 -0.0314 0.0000 0.0000 0.0000 -0.0096 128 -5.9345 0.0254 0.0000 0.0000 0.0000 0.0038 129 2.9300 -0.0080 0.0000 0.0000 0.0000 -0.0050 7 100 0.3120 -0.0001 0.0000 0.0000 0.0000 0.0006 101 1.1266 0.0040 0.0000 0.0000 0.0000 0.0021 102 11.1713 0.0497 0.0000 0.0000 0.0000 -0.0113 103 -11.9367 -0.0447 0.0000 0.0000 0.0000 0.0104 104 -0.6873 0.0221 0.0000 0.0000 0.0000 0.0028 105 1.2079 0.0297 0.0000 0.0000 0.0000 0.0005 106 11.1713 0.0497 0.0000 0.0000 0.0000 -0.0113 107 -11.9367 -0.0447 0.0000 0.0000 0.0000 0.0104 108 -0.6873 0.0221 0.0000 0.0000 0.0000 0.0028 109 1.2079 0.0297 0.0000 0.0000 0.0000 0.0005 110 -3.2925 -0.0254 0.0000 0.0000 0.0000 0.0051 111 8.5269 0.0191 0.0000 0.0000 0.0000 -0.0066




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JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 112 -7.3116 -0.0566 0.0000 0.0000 0.0000 0.0112 113 4.5078 -0.0120 0.0000 0.0000 0.0000 -0.0006 114 2.9992 0.0058 0.0000 0.0000 0.0000 -0.0020 115 11.8638 0.0392 0.0000 0.0000 0.0000 -0.0108 116 -0.0150 -0.0176 0.0000 0.0000 0.0000 0.0025 117 8.8495 0.0158 0.0000 0.0000 0.0000 -0.0063 118 -8.5547 -0.0414 0.0000 0.0000 0.0000 0.0088 119 0.3098 -0.0080 0.0000 0.0000 0.0000 0.0000 120 -11.5690 -0.0648 0.0000 0.0000 0.0000 0.0134 121 -2.7045 -0.0314 0.0000 0.0000 0.0000 0.0045 122 -2.9301 -0.0080 0.0000 0.0000 0.0000 0.0050 123 5.9345 0.0254 0.0000 0.0000 0.0000 -0.0038 124 -5.9443 -0.0314 0.0000 0.0000 0.0000 0.0096 125 2.9202 0.0020 0.0000 0.0000 0.0000 0.0007 126 -1.9825 -0.0042 0.0000 0.0000 0.0000 0.0039 127 6.8821 0.0292 0.0000 0.0000 0.0000 -0.0049 128 -4.9968 -0.0276 0.0000 0.0000 0.0000 0.0084 129 3.8678 0.0058 0.0000 0.0000 0.0000 -0.0004 8 100 -0.3120 -0.0434 0.0000 0.0000 0.0000 -0.0006 101 -1.1266 -0.1516 0.0000 0.0000 0.0000 -0.0021 102 11.9367 -0.8221 0.0000 0.0000 0.0000 -0.0104 103 -11.1713 0.8949 0.0000 0.0000 0.0000 0.0113 104 -1.2079 -0.0080 0.0000 0.0000 0.0000 -0.0005 105 0.6873 -0.1880 0.0000 0.0000 0.0000 -0.0028 106 11.9367 -0.8221 0.0000 0.0000 0.0000 -0.0104 107 -11.1713 0.8949 0.0000 0.0000 0.0000 0.0113 108 -1.2079 -0.0080 0.0000 0.0000 0.0000 -0.0005 109 0.6873 -0.1880 0.0000 0.0000 0.0000 -0.0028 110 -4.5081 -0.0496 0.0000 0.0000 0.0000 -0.0004 111 7.3119 -0.9771 0.0000 0.0000 0.0000 -0.0122 112 -8.5272 0.4880 0.0000 0.0000 0.0000 0.0063 113 3.2929 -0.4395 0.0000 0.0000 0.0000 -0.0055 114 2.7042 -0.4320 0.0000 0.0000 0.0000 -0.0053 115 11.5693 -1.1276 0.0000 0.0000 0.0000 -0.0141 116 -0.3101 -0.0288 0.0000 0.0000 0.0000 -0.0003 117 8.5550 -0.7244 0.0000 0.0000 0.0000 -0.0091 118 -8.8498 0.4265 0.0000 0.0000 0.0000 0.0055 119 0.0153 -0.2691 0.0000 0.0000 0.0000 -0.0033 120 -11.8641 0.8297 0.0000 0.0000 0.0000 0.0106 121 -2.9990 0.1341 0.0000 0.0000 0.0000 0.0017 122 -3.8680 -0.0250 0.0000 0.0000 0.0000 -0.0003 123 4.9970 -0.7206 0.0000 0.0000 0.0000 -0.0092 124 -6.8823 0.3783 0.0000 0.0000 0.0000 0.0047 125 1.9827 -0.3173 0.0000 0.0000 0.0000 -0.0041 126 -2.9205 -0.1150 0.0000 0.0000 0.0000 -0.0015 127 5.9446 -0.8106 0.0000 0.0000 0.0000 -0.0103 128 -5.9348 0.2883 0.0000 0.0000 0.0000 0.0035 129 2.9303 -0.4073 0.0000 0.0000 0.0000 -0.0053




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JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE ------------------ JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 9 100 0.3120 -0.0434 0.0000 0.0000 0.0000 0.0006 101 1.1266 -0.1516 0.0000 0.0000 0.0000 0.0021 102 11.1713 0.8949 0.0000 0.0000 0.0000 -0.0113 103 -11.9367 -0.8221 0.0000 0.0000 0.0000 0.0104 104 -0.6873 -0.1880 0.0000 0.0000 0.0000 0.0028 105 1.2079 -0.0080 0.0000 0.0000 0.0000 0.0005 106 11.1713 0.8949 0.0000 0.0000 0.0000 -0.0113 107 -11.9367 -0.8221 0.0000 0.0000 0.0000 0.0104 108 -0.6873 -0.1880 0.0000 0.0000 0.0000 0.0028 109 1.2079 -0.0080 0.0000 0.0000 0.0000 0.0005 110 -3.2929 -0.4395 0.0000 0.0000 0.0000 0.0055 111 8.5272 0.4880 0.0000 0.0000 0.0000 -0.0063 112 -7.3119 -0.9771 0.0000 0.0000 0.0000 0.0122 113 4.5081 -0.0496 0.0000 0.0000 0.0000 0.0004 114 2.9990 0.1341 0.0000 0.0000 0.0000 -0.0017 115 11.8641 0.8297 0.0000 0.0000 0.0000 -0.0106 116 -0.0153 -0.2691 0.0000 0.0000 0.0000 0.0033 117 8.8498 0.4265 0.0000 0.0000 0.0000 -0.0055 118 -8.5550 -0.7244 0.0000 0.0000 0.0000 0.0091 119 0.3101 -0.0288 0.0000 0.0000 0.0000 0.0003 120 -11.5693 -1.1276 0.0000 0.0000 0.0000 0.0141 121 -2.7042 -0.4320 0.0000 0.0000 0.0000 0.0053 122 -2.9303 -0.4073 0.0000 0.0000 0.0000 0.0053 123 5.9348 0.2883 0.0000 0.0000 0.0000 -0.0035 124 -5.9446 -0.8106 0.0000 0.0000 0.0000 0.0103 125 2.9205 -0.1150 0.0000 0.0000 0.0000 0.0015 126 -1.9827 -0.3173 0.0000 0.0000 0.0000 0.0041 127 6.8823 0.3783 0.0000 0.0000 0.0000 -0.0047 128 -4.9970 -0.7206 0.0000 0.0000 0.0000 0.0092 129 3.8680 -0.0250 0.0000 0.0000 0.0000 0.0003




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 100 1 10.43 -1.35 0.00 0.00 0.00 0.00 6 -8.66 1.37 0.00 0.00 0.00 -8.59 101 1 30.51 -4.90 0.00 0.00 0.00 0.00 6 -28.73 4.92 0.00 0.00 0.00 -30.92 102 1 -22.86 13.21 0.00 0.00 0.00 0.00 6 24.11 -6.77 0.00 0.00 0.00 62.89 103 1 -0.72 -13.24 0.00 0.00 0.00 0.00 6 2.22 -0.87 0.00 0.00 0.00 -38.94 104 1 -13.04 -9.47 0.00 0.00 0.00 0.00 6 14.58 -8.50 0.00 0.00 0.00 -3.05 105 1 -10.33 -8.56 0.00 0.00 0.00 0.00 6 11.87 -9.40 0.00 0.00 0.00 2.64 106 1 -22.86 13.21 0.00 0.00 0.00 0.00 6 24.11 -6.77 0.00 0.00 0.00 62.89 107 1 -0.72 -13.24 0.00 0.00 0.00 0.00 6 2.22 -0.87 0.00 0.00 0.00 -38.94 108 1 -13.04 -9.47 0.00 0.00 0.00 0.00 6 14.58 -8.50 0.00 0.00 0.00 -3.05 109 1 -10.33 -8.56 0.00 0.00 0.00 0.00 6 11.87 -9.40 0.00 0.00 0.00 2.64 110 1 73.77 -8.35 0.00 0.00 0.00 0.00 6 -72.00 8.37 0.00 0.00 0.00 -52.63 111 1 64.37 0.54 0.00 0.00 0.00 0.00 6 -62.60 -0.52 0.00 0.00 0.00 3.35 112 1 39.57 -8.75 0.00 0.00 0.00 0.00 6 -37.79 8.78 0.00 0.00 0.00 -55.20 113 1 30.17 0.13 0.00 0.00 0.00 0.00 6 -28.40 -0.11 0.00 0.00 0.00 0.78 114 1 39.99 0.85 0.00 0.00 0.00 0.00 6 -38.69 2.38 0.00 0.00 0.00 -4.81 115 1 32.94 7.52 0.00 0.00 0.00 0.00 6 -31.65 -4.29 0.00 0.00 0.00 37.18 116 1 14.33 0.54 0.00 0.00 0.00 0.00 6 -13.04 2.68 0.00 0.00 0.00 -6.73 117 1 7.29 7.21 0.00 0.00 0.00 0.00 6 -5.99 -3.98 0.00 0.00 0.00 35.25 118 1 51.05 -12.37 0.00 0.00 0.00 0.00 6 -49.64 5.32 0.00 0.00 0.00 -55.72 119 1 44.01 -5.71 0.00 0.00 0.00 0.00 6 -42.59 -1.34 0.00 0.00 0.00 -13.74 120 1 25.40 -12.68 0.00 0.00 0.00 0.00 6 -23.99 5.63 0.00 0.00 0.00 -57.65 121 1 18.35 -6.01 0.00 0.00 0.00 0.00 6 -16.94 -1.04 0.00 0.00 0.00 -15.66




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 122 1 44.90 -10.49 0.00 0.00 0.00 0.00 6 -43.46 1.51 0.00 0.00 0.00 -37.78 123 1 37.85 -3.82 0.00 0.00 0.00 0.00 6 -36.41 -5.16 0.00 0.00 0.00 4.21 124 1 19.24 -10.79 0.00 0.00 0.00 0.00 6 -17.81 1.82 0.00 0.00 0.00 -39.70 125 1 12.20 -4.12 0.00 0.00 0.00 0.00 6 -10.76 -4.85 0.00 0.00 0.00 2.29 126 1 46.25 -10.03 0.00 0.00 0.00 0.00 6 -44.81 1.06 0.00 0.00 0.00 -34.93 127 1 39.20 -3.37 0.00 0.00 0.00 0.00 6 -37.77 -5.61 0.00 0.00 0.00 7.05 128 1 20.60 -10.34 0.00 0.00 0.00 0.00 6 -19.16 1.36 0.00 0.00 0.00 -36.86 129 1 13.55 -3.67 0.00 0.00 0.00 0.00 6 -12.11 -5.30 0.00 0.00 0.00 5.13 2 100 3 1.47 0.15 0.00 0.00 0.00 -11.32 2 -2.27 7.48 0.00 0.00 0.00 -10.14 101 3 5.23 0.55 0.00 0.00 0.00 -40.88 2 -8.12 27.01 0.00 0.00 0.00 -36.61 102 3 -8.01 5.95 0.00 0.00 0.00 17.21 2 7.41 -24.11 0.00 0.00 0.00 70.82 103 3 -6.60 -7.48 0.00 0.00 0.00 17.21 2 6.00 -2.32 0.00 0.00 0.00 -32.33 104 3 -16.92 -4.58 0.00 0.00 0.00 7.07 2 16.32 -13.58 0.00 0.00 0.00 19.26 105 3 -17.50 0.98 0.00 0.00 0.00 7.07 2 16.90 -10.78 0.00 0.00 0.00 27.36 106 3 -8.01 5.95 0.00 0.00 0.00 17.21 2 7.41 -24.11 0.00 0.00 0.00 70.82 107 3 -6.60 -7.48 0.00 0.00 0.00 17.21 2 6.00 -2.32 0.00 0.00 0.00 -32.33 108 3 -16.92 -4.58 0.00 0.00 0.00 7.07 2 16.32 -13.58 0.00 0.00 0.00 19.26 109 3 -17.50 0.98 0.00 0.00 0.00 7.07 2 16.90 -10.78 0.00 0.00 0.00 27.36 110 3 4.93 -1.74 0.00 0.00 0.00 -13.03 2 -5.73 9.38 0.00 0.00 0.00 -19.55 111 3 3.97 7.50 0.00 0.00 0.00 -13.03 2 -4.77 0.14 0.00 0.00 0.00 34.57 112 3 5.43 -6.51 0.00 0.00 0.00 -13.03 2 -6.23 14.15 0.00 0.00 0.00 -47.48 113 3 4.46 2.73 0.00 0.00 0.00 -13.03 2 -5.26 4.91 0.00 0.00 0.00 6.64 114 3 -0.86 1.61 0.00 0.00 0.00 3.08 2 0.26 -7.83 0.00 0.00 0.00 24.55




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 115 3 -1.58 8.54 0.00 0.00 0.00 3.08 2 0.98 -14.76 0.00 0.00 0.00 65.14 116 3 -0.48 -1.97 0.00 0.00 0.00 3.08 2 -0.12 -4.25 0.00 0.00 0.00 3.60 117 3 -1.21 4.96 0.00 0.00 0.00 3.08 2 0.61 -11.18 0.00 0.00 0.00 44.20 118 3 -0.15 -5.11 0.00 0.00 0.00 3.08 2 -0.45 3.07 0.00 0.00 0.00 -27.02 119 3 -0.88 1.82 0.00 0.00 0.00 3.08 2 0.28 -3.86 0.00 0.00 0.00 13.57 120 3 0.22 -8.68 0.00 0.00 0.00 3.08 2 -0.82 6.65 0.00 0.00 0.00 -47.97 121 3 -0.50 -1.75 0.00 0.00 0.00 3.08 2 -0.10 -0.28 0.00 0.00 0.00 -7.38 122 3 -5.31 -3.66 0.00 0.00 0.00 -1.99 2 4.71 -2.56 0.00 0.00 0.00 -1.23 123 3 -6.04 3.27 0.00 0.00 0.00 -1.99 2 5.44 -9.49 0.00 0.00 0.00 39.36 124 3 -4.94 -7.23 0.00 0.00 0.00 -1.99 2 4.34 1.02 0.00 0.00 0.00 -22.18 125 3 -5.66 -0.30 0.00 0.00 0.00 -1.99 2 5.06 -5.91 0.00 0.00 0.00 18.41 126 3 -5.60 -0.88 0.00 0.00 0.00 -1.99 2 5.00 -1.16 0.00 0.00 0.00 2.82 127 3 -6.33 6.05 0.00 0.00 0.00 -1.99 2 5.73 -8.09 0.00 0.00 0.00 43.41 128 3 -5.23 -4.45 0.00 0.00 0.00 -1.99 2 4.63 2.42 0.00 0.00 0.00 -18.13 129 3 -5.95 2.48 0.00 0.00 0.00 -1.99 2 5.35 -4.51 0.00 0.00 0.00 22.47 3 100 3 1.47 0.15 0.00 0.00 0.00 -11.32 4 -2.27 7.48 0.00 0.00 0.00 -10.14 101 3 5.23 0.55 0.00 0.00 0.00 -40.88 4 -8.12 27.01 0.00 0.00 0.00 -36.61 102 3 -6.60 -7.48 0.00 0.00 0.00 17.21 4 6.00 -2.32 0.00 0.00 0.00 -32.33 103 3 -8.01 5.95 0.00 0.00 0.00 17.21 4 7.41 -24.11 0.00 0.00 0.00 70.82 104 3 -17.50 0.98 0.00 0.00 0.00 7.07 4 16.90 -10.78 0.00 0.00 0.00 27.36 105 3 -16.92 -4.58 0.00 0.00 0.00 7.07 4 16.32 -13.58 0.00 0.00 0.00 19.26 106 3 -6.60 -7.48 0.00 0.00 0.00 17.21 4 6.00 -2.32 0.00 0.00 0.00 -32.33 107 3 -8.01 5.95 0.00 0.00 0.00 17.21 4 7.41 -24.11 0.00 0.00 0.00 70.82




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 108 3 -17.50 0.98 0.00 0.00 0.00 7.07 4 16.90 -10.78 0.00 0.00 0.00 27.36 109 3 -16.92 -4.58 0.00 0.00 0.00 7.07 4 16.32 -13.58 0.00 0.00 0.00 19.26 110 3 4.46 2.73 0.00 0.00 0.00 -13.03 4 -5.26 4.91 0.00 0.00 0.00 6.64 111 3 5.43 -6.51 0.00 0.00 0.00 -13.03 4 -6.23 14.15 0.00 0.00 0.00 -47.48 112 3 3.97 7.50 0.00 0.00 0.00 -13.03 4 -4.77 0.14 0.00 0.00 0.00 34.57 113 3 4.93 -1.74 0.00 0.00 0.00 -13.03 4 -5.73 9.38 0.00 0.00 0.00 -19.55 114 3 -0.50 -1.75 0.00 0.00 0.00 3.08 4 -0.10 -0.28 0.00 0.00 0.00 -7.38 115 3 0.22 -8.68 0.00 0.00 0.00 3.08 4 -0.82 6.65 0.00 0.00 0.00 -47.97 116 3 -0.88 1.82 0.00 0.00 0.00 3.08 4 0.28 -3.86 0.00 0.00 0.00 13.57 117 3 -0.15 -5.11 0.00 0.00 0.00 3.08 4 -0.45 3.07 0.00 0.00 0.00 -27.02 118 3 -1.21 4.96 0.00 0.00 0.00 3.08 4 0.61 -11.18 0.00 0.00 0.00 44.20 119 3 -0.48 -1.97 0.00 0.00 0.00 3.08 4 -0.12 -4.25 0.00 0.00 0.00 3.60 120 3 -1.58 8.54 0.00 0.00 0.00 3.08 4 0.98 -14.76 0.00 0.00 0.00 65.14 121 3 -0.86 1.61 0.00 0.00 0.00 3.08 4 0.26 -7.83 0.00 0.00 0.00 24.55 122 3 -5.95 2.48 0.00 0.00 0.00 -1.99 4 5.35 -4.51 0.00 0.00 0.00 22.47 123 3 -5.23 -4.45 0.00 0.00 0.00 -1.99 4 4.63 2.42 0.00 0.00 0.00 -18.13 124 3 -6.33 6.05 0.00 0.00 0.00 -1.99 4 5.73 -8.09 0.00 0.00 0.00 43.41 125 3 -5.60 -0.88 0.00 0.00 0.00 -1.99 4 5.00 -1.16 0.00 0.00 0.00 2.82 126 3 -5.66 -0.30 0.00 0.00 0.00 -1.99 4 5.06 -5.91 0.00 0.00 0.00 18.41 127 3 -4.94 -7.23 0.00 0.00 0.00 -1.99 4 4.34 1.02 0.00 0.00 0.00 -22.18 128 3 -6.04 3.27 0.00 0.00 0.00 -1.99 4 5.44 -9.49 0.00 0.00 0.00 39.36 129 3 -5.31 -3.66 0.00 0.00 0.00 -1.99 4 4.71 -2.56 0.00 0.00 0.00 -1.23 4 100 5 10.43 -1.35 0.00 0.00 0.00 0.00 7 -8.66 1.37 0.00 0.00 0.00 -8.59




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 101 5 30.51 -4.90 0.00 0.00 0.00 0.00 7 -28.73 4.92 0.00 0.00 0.00 -30.92 102 5 -0.72 -13.24 0.00 0.00 0.00 0.00 7 2.22 -0.87 0.00 0.00 0.00 -38.94 103 5 -22.86 13.21 0.00 0.00 0.00 0.00 7 24.11 -6.77 0.00 0.00 0.00 62.89 104 5 -10.33 -8.56 0.00 0.00 0.00 0.00 7 11.87 -9.40 0.00 0.00 0.00 2.64 105 5 -13.04 -9.47 0.00 0.00 0.00 0.00 7 14.58 -8.50 0.00 0.00 0.00 -3.05 106 5 -0.72 -13.24 0.00 0.00 0.00 0.00 7 2.22 -0.87 0.00 0.00 0.00 -38.94 107 5 -22.86 13.21 0.00 0.00 0.00 0.00 7 24.11 -6.77 0.00 0.00 0.00 62.89 108 5 -10.33 -8.56 0.00 0.00 0.00 0.00 7 11.87 -9.40 0.00 0.00 0.00 2.64 109 5 -13.04 -9.47 0.00 0.00 0.00 0.00 7 14.58 -8.50 0.00 0.00 0.00 -3.05 110 5 30.17 0.13 0.00 0.00 0.00 0.00 7 -28.40 -0.11 0.00 0.00 0.00 0.78 111 5 39.57 -8.75 0.00 0.00 0.00 0.00 7 -37.79 8.78 0.00 0.00 0.00 -55.20 112 5 64.37 0.54 0.00 0.00 0.00 0.00 7 -62.60 -0.52 0.00 0.00 0.00 3.35 113 5 73.77 -8.35 0.00 0.00 0.00 0.00 7 -72.00 8.37 0.00 0.00 0.00 -52.63 114 5 18.35 -6.01 0.00 0.00 0.00 0.00 7 -16.94 -1.04 0.00 0.00 0.00 -15.66 115 5 25.40 -12.68 0.00 0.00 0.00 0.00 7 -23.99 5.63 0.00 0.00 0.00 -57.65 116 5 44.01 -5.71 0.00 0.00 0.00 0.00 7 -42.59 -1.34 0.00 0.00 0.00 -13.74 117 5 51.05 -12.37 0.00 0.00 0.00 0.00 7 -49.64 5.32 0.00 0.00 0.00 -55.72 118 5 7.29 7.21 0.00 0.00 0.00 0.00 7 -5.99 -3.98 0.00 0.00 0.00 35.25 119 5 14.33 0.54 0.00 0.00 0.00 0.00 7 -13.04 2.68 0.00 0.00 0.00 -6.73 120 5 32.94 7.52 0.00 0.00 0.00 0.00 7 -31.65 -4.29 0.00 0.00 0.00 37.18 121 5 39.99 0.85 0.00 0.00 0.00 0.00 7 -38.69 2.38 0.00 0.00 0.00 -4.81 122 5 13.55 -3.67 0.00 0.00 0.00 0.00 7 -12.11 -5.30 0.00 0.00 0.00 5.13 123 5 20.60 -10.34 0.00 0.00 0.00 0.00 7 -19.16 1.36 0.00 0.00 0.00 -36.86 124 5 39.20 -3.37 0.00 0.00 0.00 0.00 7 -37.77 -5.61 0.00 0.00 0.00 7.05




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 125 5 46.25 -10.03 0.00 0.00 0.00 0.00 7 -44.81 1.06 0.00 0.00 0.00 -34.93 126 5 12.20 -4.12 0.00 0.00 0.00 0.00 7 -10.76 -4.85 0.00 0.00 0.00 2.29 127 5 19.24 -10.79 0.00 0.00 0.00 0.00 7 -17.81 1.82 0.00 0.00 0.00 -39.70 128 5 37.85 -3.82 0.00 0.00 0.00 0.00 7 -36.41 -5.16 0.00 0.00 0.00 4.21 129 5 44.90 -10.49 0.00 0.00 0.00 0.00 7 -43.46 1.51 0.00 0.00 0.00 -37.78 5 100 6 8.35 -1.48 0.00 0.00 0.00 8.50 2 -7.68 1.48 0.00 0.00 0.00 -11.68 101 6 28.38 -5.26 0.00 0.00 0.00 30.83 2 -27.71 5.26 0.00 0.00 0.00 -42.15 102 6 -24.25 7.05 0.00 0.00 0.00 -62.96 2 24.75 -4.86 0.00 0.00 0.00 75.77 103 6 -2.43 0.90 0.00 0.00 0.00 38.87 2 2.93 -5.73 0.00 0.00 0.00 -31.74 104 6 -14.70 8.67 0.00 0.00 0.00 2.98 2 15.20 -14.82 0.00 0.00 0.00 22.30 105 6 -11.98 9.54 0.00 0.00 0.00 -2.71 2 12.48 -15.69 0.00 0.00 0.00 29.86 106 6 -24.25 7.05 0.00 0.00 0.00 -62.96 2 24.75 -4.86 0.00 0.00 0.00 75.77 107 6 -2.43 0.90 0.00 0.00 0.00 38.87 2 2.93 -5.73 0.00 0.00 0.00 -31.74 108 6 -14.70 8.67 0.00 0.00 0.00 2.98 2 15.20 -14.82 0.00 0.00 0.00 22.30 109 6 -11.98 9.54 0.00 0.00 0.00 -2.71 2 12.48 -15.69 0.00 0.00 0.00 29.86 110 6 10.60 -4.72 0.00 0.00 0.00 11.37 2 -9.93 4.72 0.00 0.00 0.00 -21.54 111 6 1.30 -4.72 0.00 0.00 0.00 -44.61 2 -0.64 4.72 0.00 0.00 0.00 34.44 112 6 15.39 -4.72 0.00 0.00 0.00 40.26 2 -14.72 4.72 0.00 0.00 0.00 -50.43 113 6 6.10 -4.72 0.00 0.00 0.00 -15.72 2 -5.43 4.72 0.00 0.00 0.00 5.55 114 6 -7.31 0.54 0.00 0.00 0.00 -26.14 2 7.81 0.56 0.00 0.00 0.00 26.11 115 6 -14.28 0.54 0.00 0.00 0.00 -68.13 2 14.78 0.56 0.00 0.00 0.00 68.10 116 6 -3.71 0.54 0.00 0.00 0.00 -4.47 2 4.21 0.56 0.00 0.00 0.00 4.45 117 6 -10.68 0.54 0.00 0.00 0.00 -46.46 2 11.18 0.56 0.00 0.00 0.00 46.43




Checked By

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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 118 6 3.60 -2.54 0.00 0.00 0.00 24.78 2 -3.10 0.13 0.00 0.00 0.00 -27.64 119 6 -3.37 -2.54 0.00 0.00 0.00 -17.21 2 3.87 0.13 0.00 0.00 0.00 14.34 120 6 7.20 -2.54 0.00 0.00 0.00 46.44 2 -6.70 0.13 0.00 0.00 0.00 -49.31 121 6 0.23 -2.54 0.00 0.00 0.00 4.46 2 0.27 0.13 0.00 0.00 0.00 -7.32 122 6 -2.53 1.35 0.00 0.00 0.00 6.83 2 3.03 -4.42 0.00 0.00 0.00 -0.62 123 6 -9.50 1.35 0.00 0.00 0.00 -35.16 2 10.00 -4.42 0.00 0.00 0.00 41.36 124 6 1.06 1.35 0.00 0.00 0.00 28.50 2 -0.56 -4.42 0.00 0.00 0.00 -22.29 125 6 -5.91 1.35 0.00 0.00 0.00 -13.49 2 6.41 -4.42 0.00 0.00 0.00 19.69 126 6 -1.17 1.78 0.00 0.00 0.00 3.99 2 1.67 -4.85 0.00 0.00 0.00 3.16 127 6 -8.14 1.78 0.00 0.00 0.00 -38.00 2 8.64 -4.85 0.00 0.00 0.00 45.14 128 6 2.42 1.78 0.00 0.00 0.00 25.65 2 -1.92 -4.85 0.00 0.00 0.00 -18.51 129 6 -4.55 1.78 0.00 0.00 0.00 -16.33 2 5.05 -4.85 0.00 0.00 0.00 23.48 6 100 7 8.35 1.48 0.00 0.00 0.00 -8.50 4 -7.68 -1.48 0.00 0.00 0.00 11.68 101 7 28.38 5.26 0.00 0.00 0.00 -30.83 4 -27.71 -5.26 0.00 0.00 0.00 42.15 102 7 -2.43 -0.90 0.00 0.00 0.00 -38.87 4 2.93 5.73 0.00 0.00 0.00 31.74 103 7 -24.25 -7.05 0.00 0.00 0.00 62.96 4 24.75 4.86 0.00 0.00 0.00 -75.77 104 7 -11.98 -9.54 0.00 0.00 0.00 2.71 4 12.48 15.69 0.00 0.00 0.00 -29.86 105 7 -14.70 -8.67 0.00 0.00 0.00 -2.98 4 15.20 14.82 0.00 0.00 0.00 -22.30 106 7 -2.43 -0.90 0.00 0.00 0.00 -38.87 4 2.93 5.73 0.00 0.00 0.00 31.74 107 7 -24.25 -7.05 0.00 0.00 0.00 62.96 4 24.75 4.86 0.00 0.00 0.00 -75.77 108 7 -11.98 -9.54 0.00 0.00 0.00 2.71 4 12.48 15.69 0.00 0.00 0.00 -29.86 109 7 -14.70 -8.67 0.00 0.00 0.00 -2.98 4 15.20 14.82 0.00 0.00 0.00 -22.30 110 7 6.10 4.72 0.00 0.00 0.00 15.72 4 -5.43 -4.72 0.00 0.00 0.00 -5.55




Checked By

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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 111 7 15.39 4.72 0.00 0.00 0.00 -40.26 4 -14.72 -4.72 0.00 0.00 0.00 50.43 112 7 1.30 4.72 0.00 0.00 0.00 44.61 4 -0.64 -4.72 0.00 0.00 0.00 -34.44 113 7 10.60 4.72 0.00 0.00 0.00 -11.37 4 -9.93 -4.72 0.00 0.00 0.00 21.54 114 7 0.23 2.54 0.00 0.00 0.00 -4.46 4 0.27 -0.13 0.00 0.00 0.00 7.32 115 7 7.20 2.54 0.00 0.00 0.00 -46.44 4 -6.70 -0.13 0.00 0.00 0.00 49.31 116 7 -3.37 2.54 0.00 0.00 0.00 17.21 4 3.87 -0.13 0.00 0.00 0.00 -14.34 117 7 3.60 2.54 0.00 0.00 0.00 -24.78 4 -3.10 -0.13 0.00 0.00 0.00 27.64 118 7 -10.68 -0.54 0.00 0.00 0.00 46.46 4 11.18 -0.56 0.00 0.00 0.00 -46.43 119 7 -3.71 -0.54 0.00 0.00 0.00 4.47 4 4.21 -0.56 0.00 0.00 0.00 -4.45 120 7 -14.28 -0.54 0.00 0.00 0.00 68.13 4 14.78 -0.56 0.00 0.00 0.00 -68.10 121 7 -7.31 -0.54 0.00 0.00 0.00 26.14 4 7.81 -0.56 0.00 0.00 0.00 -26.11 122 7 -4.55 -1.78 0.00 0.00 0.00 16.33 4 5.05 4.85 0.00 0.00 0.00 -23.48 123 7 2.42 -1.78 0.00 0.00 0.00 -25.65 4 -1.92 4.85 0.00 0.00 0.00 18.51 124 7 -8.14 -1.78 0.00 0.00 0.00 38.00 4 8.64 4.85 0.00 0.00 0.00 -45.14 125 7 -1.17 -1.78 0.00 0.00 0.00 -3.99 4 1.67 4.85 0.00 0.00 0.00 -3.16 126 7 -5.91 -1.35 0.00 0.00 0.00 13.49 4 6.41 4.42 0.00 0.00 0.00 -19.69 127 7 1.06 -1.35 0.00 0.00 0.00 -28.50 4 -0.56 4.42 0.00 0.00 0.00 22.29 128 7 -9.50 -1.35 0.00 0.00 0.00 35.16 4 10.00 4.42 0.00 0.00 0.00 -41.36 129 7 -2.53 -1.35 0.00 0.00 0.00 -6.83 4 3.03 4.42 0.00 0.00 0.00 0.62 7 100 6 0.00 0.30 0.00 0.00 0.00 0.11 8 0.00 0.00 0.00 0.00 0.00 0.00 101 6 0.00 0.30 0.00 0.00 0.00 0.11 8 0.00 0.00 0.00 0.00 0.00 0.00 102 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 103 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 104 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 105 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 106 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 107 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 108 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 109 6 0.00 0.22 0.00 0.00 0.00 0.08 8 0.00 0.00 0.00 0.00 0.00 0.00 110 6 4.50 61.30 0.00 0.00 0.00 45.86 8 -4.50 -61.00 0.00 0.00 0.00 0.00 111 6 -4.50 61.30 0.00 0.00 0.00 45.86 8 4.50 -61.00 0.00 0.00 0.00 0.00 112 6 4.50 22.30 0.00 0.00 0.00 16.61 8 -4.50 -22.00 0.00 0.00 0.00 0.00 113 6 -4.50 22.30 0.00 0.00 0.00 16.61 8 4.50 -22.00 0.00 0.00 0.00 0.00 114 6 3.38 45.97 0.00 0.00 0.00 34.40 8 -3.38 -45.75 0.00 0.00 0.00 0.00 115 6 -3.38 45.97 0.00 0.00 0.00 34.40 8 3.38 -45.75 0.00 0.00 0.00 0.00 116 6 3.38 16.72 0.00 0.00 0.00 12.46 8 -3.38 -16.50 0.00 0.00 0.00 0.00 117 6 -3.38 16.72 0.00 0.00 0.00 12.46 8 3.38 -16.50 0.00 0.00 0.00 0.00 118 6 3.38 45.97 0.00 0.00 0.00 34.40 8 -3.38 -45.75 0.00 0.00 0.00 0.00 119 6 -3.38 45.97 0.00 0.00 0.00 34.40 8 3.38 -45.75 0.00 0.00 0.00 0.00 120 6 3.38 16.72 0.00 0.00 0.00 12.46 8 -3.38 -16.50 0.00 0.00 0.00 0.00 121 6 -3.38 16.72 0.00 0.00 0.00 12.46 8 3.38 -16.50 0.00 0.00 0.00 0.00 122 6 3.38 45.97 0.00 0.00 0.00 34.40 8 -3.38 -45.75 0.00 0.00 0.00 0.00 123 6 -3.38 45.97 0.00 0.00 0.00 34.40 8 3.38 -45.75 0.00 0.00 0.00 0.00 124 6 3.38 16.72 0.00 0.00 0.00 12.46 8 -3.38 -16.50 0.00 0.00 0.00 0.00 125 6 -3.38 16.72 0.00 0.00 0.00 12.46 8 3.38 -16.50 0.00 0.00 0.00 0.00 126 6 3.38 45.97 0.00 0.00 0.00 34.40 8 -3.38 -45.75 0.00 0.00 0.00 0.00 127 6 -3.38 45.97 0.00 0.00 0.00 34.40 8 3.38 -45.75 0.00 0.00 0.00 0.00




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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 128 6 3.38 16.72 0.00 0.00 0.00 12.46 8 -3.38 -16.50 0.00 0.00 0.00 0.00 129 6 -3.38 16.72 0.00 0.00 0.00 12.46 8 3.38 -16.50 0.00 0.00 0.00 0.00 8 100 7 0.00 0.30 0.00 0.00 0.00 0.11 9 0.00 0.00 0.00 0.00 0.00 0.00 101 7 0.00 0.30 0.00 0.00 0.00 0.11 9 0.00 0.00 0.00 0.00 0.00 0.00 102 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 103 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 104 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 105 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 106 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 107 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 108 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 109 7 0.00 0.22 0.00 0.00 0.00 0.08 9 0.00 0.00 0.00 0.00 0.00 0.00 110 7 -4.50 22.30 0.00 0.00 0.00 16.61 9 4.50 -22.00 0.00 0.00 0.00 0.00 111 7 4.50 22.30 0.00 0.00 0.00 16.61 9 -4.50 -22.00 0.00 0.00 0.00 0.00 112 7 -4.50 61.30 0.00 0.00 0.00 45.86 9 4.50 -61.00 0.00 0.00 0.00 0.00 113 7 4.50 61.30 0.00 0.00 0.00 45.86 9 -4.50 -61.00 0.00 0.00 0.00 0.00 114 7 -3.38 16.72 0.00 0.00 0.00 12.46 9 3.38 -16.50 0.00 0.00 0.00 0.00 115 7 3.38 16.72 0.00 0.00 0.00 12.46 9 -3.38 -16.50 0.00 0.00 0.00 0.00 116 7 -3.38 45.97 0.00 0.00 0.00 34.40 9 3.38 -45.75 0.00 0.00 0.00 0.00 117 7 3.38 45.97 0.00 0.00 0.00 34.40 9 -3.38 -45.75 0.00 0.00 0.00 0.00 118 7 -3.38 16.72 0.00 0.00 0.00 12.46 9 3.38 -16.50 0.00 0.00 0.00 0.00 119 7 3.38 16.72 0.00 0.00 0.00 12.46 9 -3.38 -16.50 0.00 0.00 0.00 0.00 120 7 -3.38 45.97 0.00 0.00 0.00 34.40 9 3.38 -45.75 0.00 0.00 0.00 0.00




Checked By

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MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 121 7 3.38 45.97 0.00 0.00 0.00 34.40 9 -3.38 -45.75 0.00 0.00 0.00 0.00 122 7 -3.38 16.72 0.00 0.00 0.00 12.46 9 3.38 -16.50 0.00 0.00 0.00 0.00 123 7 3.38 16.72 0.00 0.00 0.00 12.46 9 -3.38 -16.50 0.00 0.00 0.00 0.00 124 7 -3.38 45.97 0.00 0.00 0.00 34.40 9 3.38 -45.75 0.00 0.00 0.00 0.00 125 7 3.38 45.97 0.00 0.00 0.00 34.40 9 -3.38 -45.75 0.00 0.00 0.00 0.00 126 7 -3.38 16.72 0.00 0.00 0.00 12.46 9 3.38 -16.50 0.00 0.00 0.00 0.00 127 7 3.38 16.72 0.00 0.00 0.00 12.46 9 -3.38 -16.50 0.00 0.00 0.00 0.00 128 7 -3.38 45.97 0.00 0.00 0.00 34.40 9 3.38 -45.75 0.00 0.00 0.00 0.00 129 7 3.38 45.97 0.00 0.00 0.00 34.40 9 -3.38 -45.75 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 220. FINISH




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Bracing design

VELOCITY IN V (km/hr) : 165.6 (3 sec gust)

HT. OF BLG. H (m) : 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.




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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




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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/ 2 ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 3 DOF TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 3 SIZE OF STIFFNESS MATRIX = 0 DOUBLE KILO-WORDS REQRD/AVAIL. DISK SPACE = 12.0/ 32535.4 MB 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 MOM Z 1 1 0.00 2.06 0.00 0.00 0.00 0.00 2 -18.90 0.00 0.00 0.00 0.00 0.00 100 -14.18 1.55 0.00 0.00 0.00 0.00 2 1 0.00 0.00 0.00 0.00 0.00 0.00 2 -18.90 0.00 0.00 0.00 0.00 0.00 100 -14.18 0.00 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT **************




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45. PARAMETER 1 46. CODE AISC 47. UNL 3 ALL 48. LY 3 ALL 49. LZ 8.3 ALL 50. MAIN 0 ALL 51. TRACK 2 ALL 52. BEAM 1 ALL 53. LOAD LIST 100 54. CHECK CODE ALL




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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 | |* *| |**************************************************************************| | | |--------------------------------------------------------------------------|




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55. 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 -0.0174 2 100 0.0000 -0.0010 0.0000 0.0000 0.0000 0.0174 MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KN METE (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 100 1 1.55 14.18 0.00 0.00 0.00 0.00 2 0.00 14.18 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 56. FINISH




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Connection design JOB No. A-18-09 Rev. No. 0

DQ.No. Date 20-May-09

CLIENT Designed By NIB

Checked By

DL+LL DL+WL

Axial Force (Fy) Kn 74 18.00

Shear Force (Fx) Kn 14.00 14.00

Web Depth mm

Flange WIDTH mm

Bolts Dia mm

Embed length (Le) mm

No. Of Bolts (n)

Plate Thickness (t) mm

Pitch (p) mm 100

guage (g) mm

WEB DEPTH : 238 mm

PLATE LENGTH : 288 mm

PLATE WIDTH : 400 mm

GRADE OF CONCRETE : 25 N/mm^2

CHECK FOR BOLT SIZE

FORCES IN THE BOLTS Actual Allowable

(Kn) (Kn)

Max. Tension in each Bolt (Fy/n ) : 4.50 29.80 HENCE SAFE

Shear in each Bolt ( Fx/n) : 3.50 15.00 HENCE SAFE

CHECK FOR THICKNESS OF PLATE FOR WL

Maximum bending moment in the plate(Ma) :2 P x g/ 8

( About criticle section X-X) : 9 x 100/8

: 0.11 Kn-M

Thickness of plate required ( t ) : 6 x Ma / f x p f =0.66 fy 227.7

: 5.93 < 16 ΜΜ< 16 ΜΜ< 16 ΜΜ< 16 ΜΜ HENCE SAFE

CHECK FOR COMBINED TENSION AND SHEAR

Actual Tension + Actual Shear

Allowable Tension Allowable Shear

(4.5 / 29.8)+(3.5 / 15) = 0.38 <<<< 1.4 HENCE SAFE

CHECK FOR BOLT LENGTH

Bond Stress For M20 grade Cocrete : 0.80 N/mm2

Length of bolt required : Tension in bolt/(π x bolt Dia.)x Bond stress

: 4 .5 ∗1000/ (∗ 16)∗0 .8 4 .5 ∗1000/ (∗ 16)∗0 .8 4 .5 ∗1000/ (∗ 16)∗0 .8 4 .5 ∗1000/ (∗ 16)∗0 .8

: 112 mm < 450 HENCE SAFE

CHECK FOR BASE PLATE SIZE

Area of Base Plate (A) : 288x400 = 115200 mm2

Pressure over the concrete pedestal (Fy(DL+LL)/A) : 0.64 N/mm2

Allowable pressure below the base plate : 6.0 N/mm2

Allowable pressure > Actual pressure HENCE SAFE�� 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

INPUT ��

DESCRIPTION BP

M/S RGO

100

100

< < < < 1. 4

DESIGN OF PINNED BASE CONNECTION

238

175

16

450

4

16

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