179134494 Tower Crane Footing Structural Design for All Cranes PDF

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S TR U C TU R A L D E P A R TM E N T

TOWER CRANE FOOTING STRUCTURAL DESIGN REPORT

PROJECT: NORTHGATE RETAIL/OFFICE BUILDINGS

0

27-12-2011

A.Z

F.H

F.M.I

Rev.

Date

By

Chkd

Appr.

CLIENT:

ISSUED FOR APPROVAL Status

Revision reason for issue description

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 1 of 13

TABLE OF CONTENTS

1.0

CHAPTER I: GENRALITES ........................................................................................................ 3

1.1 1.2 1.3 1.4 2.0

OBJECT OF THE PRESENT DOCUMENT ............................................................................ 3 REFERENCE DRAWINGS & DOCUMENTS .......................................................................... 3 REFERENCES AND CODES ................................................................................................. 3 MATERIALS PROPERTIES ................................................................................................... 3 CHAPTER II: DESIGN CALCULATIONS .................................................................................... 5

2.1 2.2 2.3 2.4 2.5 2.6 2.7 2.8

DESIGN CONCEPT ............................................................................................................... 5 DESIGN LOADS..................................................................................................................... 5 LOADING COMBINATIONS ................................................................................................... 5 GEOMETRY OF CRANE LEGS ............................................................................................. 5 OVER TURNING STABILITY CALCULATIONS ..................................................................... 5 CHECK SLIDING AND SOIL CAPACITY................................................................................ 7 CHECK PUNCHING ............................................................................................................... 8 REINFORCEMENT ................................................................................................................ 8

APPENDIX A ………………………………………………………………………………………………………14

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 2 of 13

1.0

CHAPTER I: GENRALITES

1.1

OBJECT OF THE PRESENT DOCUMENT

The purpose of this document is to provide the final structural analysis and design for the footing related to the tower crane in the considered project (Northgate Retail/Office Buildings).

1.2

REFERENCE DRAWINGS & DOCUMENTS

The following drawings & documents have been used for establishing the final design of the present structure:


Foundation reaction forces Data sheet - Page 2-39 - For 52.0m height crane The above data sheets are attached. refer to appendix A.

1.3

REFERENCES AND CODES

The references of codes and standards are: - Qatar Construction Specification 2002 - BS 8110, 1997 Structural use of concrete - Code of practice For design and Construction - BS 8004, 1986 Code of Practice for Foundations - BS449, 2005 steel for the reinforcement of concrete

1.4

MATERIALS PROPERTIES

1.4.1 Concrete Concrete compressive strength (Cube) at 28days : - Blinding Concret

C20/25

20MPa

- footings

C32/40

40MPa

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 3 of 13

1.4.2 Reinforcement Steel bars of yield strength not less than 420MPa to be used for longitudinal & transversal bars. This design is for an isolated tower crane foundation. 1.4.3 Soil The allowable bearing capacity was taken 300KN/m2.

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 4 of 13

2.0 2.1

CHAPTER II: DESIGN CALCULATIONS DESIGN CONCEPT

• • • • 2.2

The footing dimensions was estimated based on over turning moment calculations with factor of safty 1.5 Checking for Sliding stability and soil capacity. Checking for Punching shear calculations for required reinforcement

DESIGN LOADS

As per manufacturer data sheet, the most critical design loads were considered for the case of crane in operation as follows: Moment (Over turning) M=4908 KN.m Horizontal force (Sliding) H=91KN gravity Load V=917 KN

2.3

LOADING COMBINATIONS

The given loads are mixed of dead loads, wind loads and live loads. However, a 1.5 ultimate factor can be considered as conservative load factor for concrete design. 2.4

GEOMETRY OF CRANE LEGS

The crane have a base dimensions with square shape of 1.98m side length. The fixing leg of 1.4m length should be embedded with 1.13m inside the footing. This means that the footing should has minimum thickness 1.40m.

2.5

OVER TURNING STABILITY CALCULATIONS

As per the figure below, the stability calculations were calculated as follows:

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 5 of 13

Figure 1: Stability against over turning

assume h=1.50m ==> over turning moment MOT = 4908+91*1.5 = 5044.5 KN.m footing weight = 25*1.5*L2 = 37.5L2 Stability moment = Mst = 917*L/2 + 37.5*L2*L/2 = 18.75 L3 + 458.5 L Use Factor of safty = F.O.S = 1.5 ==> 1.5=Mst / MOT ==> 18.75 L3 + 458.5 L - 7566.75 = 0 ==> L=6.5 m satisfy the equation.

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 6 of 13

2.6

CHECK SLIDING AND SOIL CAPACITY

- Sliding: Sliding coefficient is equal H=tan I where I=angle of internal friction ==> H=tan 30 = 0.57, Use 0.5 Sliding force = H = 91KN resisting force = (V+W)*H = (917+1584.375)*0.50 = 1250.7 >>91, OK - Soil capacity: soil stress = f = (V+W)/A ± MOT/(L*L2/6) A=footing area=L2 ==> f= 2501.375/42.25 ± 4908/(6.53/6) = 59.2 ± 107.23 Negative value is rejected ==> use another approach. refer to figure 2.

Figure 2: soil stress calculations

e=MOT/(V+W) = 4908/2501.375 = 1.96 m ==> r=1.29 m 0.5f*(3r)*L = (V+W) ==> 0.5f*3.87*6.5=2501.375 ==> f=198.88 KN/m2 < 300KN/m2, OK CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 7 of 13

2.7

CHECK PUNCHING

The fixing leg consists of several steel plates welded to the main shaft. Each plate of 350x350mm dimensions. The maximum force act for punching is considered for the case where the moments is diagonal on the footing. Fpunching = MOT/√(2*2.32) +V/4 = 4908/3.25 + 917/4 = 1510.2+229.25=1739.45 KN fs= punching stress directly at plate edge = 1.5*1739450/(4*350*d) where d=footing depth = 1500-65=1435mm ==> fs=1.3MPa T25@200mm is sufficient as per following data sheet extracted from ROBOT expert software.

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 10 of 13

Section design for simple bending 1. Assumptions: Concrete: fcu = 40.0 (MPa) •

Code:

Reinforcing steel: fy = 420.0 (MPa) BS 8110

2. Section:

b = 1000.0 (mm) h = 1500.0 (mm) ds = 75.0 (mm) d' = 75.0 (mm)

3. Applied loads: Mmax (kN*m) at Ultimate Limite State

Mmin(kN*m)

520.50

0.00

4. Results: Reinforcement: Theoretical area: As = 2264.3 (mm2) Reinforcement ratio:

ρ

= 0.16 (%)

ρmin

= 0.16 (%)

ρmax

= 4.00 (%)

A's

= 0.0 (mm2)

Case analysis: Case No 1:

ULS M = 520.50 (kN*m) - not significant case

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 11 of 13

APPENDIX A (Data sheets)

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 12 of 13

CLIENT:

CONSULTANT:

EQUINOX – NORTHGATE SUB CONTRACTOR:

ASSOCIATED CONSULTING ENGINEERS SUBCONSULTANT TO UNITED:

UNITED EQUIPMENTS GROUP

MZ & PARTNERS

Project: Northgate Retail/Office Building DESIGN CALCULATIONS – TOWER CRANE FOOTING

MAIN CONTRACTOR: HABTOOR LEIGHTON GROUP MZ Project No: 10109 Rev. 0 Sheet: 13 of 13