179134494 tower crane footing structural design for all cranes pdf
DESCRIPTION
Tower CranesTRANSCRIPT
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 1 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
0 27-12-2011 A.Z F.H F.M.I ISSUED FOR APPROVAL
Rev. Date By Chkd Appr. Status Revision reason for issue description
TOWER CRANE FOOTING STRUCTURAL DESIGN REPORT
MZ & PARTNERS ARCHITECTURAL & ENGINEERING CONSULTANCY
Tel: 44 79 845-Fax: 44 79 673-POBox: 5785Doha-Qatar
STRUCTURAL DEPARTMENT
PROJECT: NORTHGATE RETAIL/OFFICE BUILDINGS
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 2 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
TABLE OF CONTENTS
1.0 CHAPTER I: GENRALITES ........................................................................................................ 3
1.1 OBJECT OF THE PRESENT DOCUMENT ............................................................................ 3
1.2 REFERENCE DRAWINGS & DOCUMENTS .......................................................................... 3
1.3 REFERENCES AND CODES ................................................................................................. 3
1.4 MATERIALS PROPERTIES ................................................................................................... 3
2.0 CHAPTER II: DESIGN CALCULATIONS .................................................................................... 5
2.1 DESIGN CONCEPT ............................................................................................................... 5
2.2 DESIGN LOADS ..................................................................................................................... 5
2.3 LOADING COMBINATIONS ................................................................................................... 5
2.4 GEOMETRY OF CRANE LEGS ............................................................................................. 5
2.5 OVER TURNING STABILITY CALCULATIONS ..................................................................... 5
2.6 CHECK SLIDING AND SOIL CAPACITY................................................................................ 7
2.7 CHECK PUNCHING ............................................................................................................... 8
2.8 REINFORCEMENT ................................................................................................................ 8
APPENDIX A ………………………………………………………………………………………………………14
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 3 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
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:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 4 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
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:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 5 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
2.0 CHAPTER II: DESIGN CALCULATIONS
2.1 DESIGN CONCEPT
• 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
2.2 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:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 6 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
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:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 7 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
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:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 8 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
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 << 0.8√fcu=5MPa (BS8110-1:1997, clause 3.7.7.2)
it is obvious that the punching effect is very negligible.
2.8 REINFORCEMENT
For hign accuracy, the bending moment calculations were performed through finit element analysis. Autodesk ROBOT structural analysis software was used for that purpose. Note that only the large footing was considered (most critical) and the reinforcement was applied to the small one.
The acting forces on the crane legs were calculated and applied to the model as follows:
Compression side = M/2.3 + V/4 = 4908/2*2.3 + 917/4 = 1067+229.25=1296.25 KN
Tension side = M/2.3 - V/4 = 4908/2*2.3 - 917/4 = 1067-229.25 =837.75 KN
The fixing leg
The following figures represent the footing geometry with acting loads, soil stress (As a verification on the manual calculations) and the service bending moments maps.
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 9 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
Figure 3: acting forces on footing
Figure 4: Soil reaction
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 10 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
Figure 5: Moment on footing
The ultimate bending moment = 347*1.5=520.5 KN.m/m
==> T25@200mm is sufficient as per following data sheet extracted from ROBOT expert software.
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 11 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
Section design for simple bending
1. Assumptions:
Concrete: fcu = 40.0 (MPa) Reinforcing steel: fy = 420.0 (MPa)
• Code: 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) Mmin(kN*m)
at Ultimate Limite State 520.50 0.00
4. Results:
Reinforcement:
Theoretical area: As = 2264.3 (mm2) A's = 0.0 (mm2)
Reinforcement ratio: ρ = 0.16 (%)
ρmin = 0.16 (%)
ρmax = 4.00 (%)
Case analysis:
Case No 1: ULS M = 520.50 (kN*m)
- not significant case
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 12 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING
APPENDIX A
(Data sheets)
CLIENT:
EQUINOX – NORTHGATE
CONSULTANT:
ASSOCIATED CONSULTING ENGINEERS
MAIN CONTRACTOR:
HABTOOR LEIGHTON GROUP
SUB CONTRACTOR:
UNITED EQUIPMENTS GROUP
SUBCONSULTANT TO UNITED:
MZ & PARTNERS
MZ Project No:
10109 Rev. 0
Project: Northgate Retail/Office Building Sheet: 13 of 13
DESIGN CALCULATIONS – TOWER CRANE FOOTING