Crane Foundation Analysis

Project: Location: Client: Job Title DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION

DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION

Made By: Checked By: Date: Job.No/ Rev.

REF.

1.0 INTRODUCTION - The aim of this report is to design a foundation mase of reinforced concrete for the Tower Crane Rail Tracks.

2.0 REFERENCES CODES & STANDARDS - BS 8110-1: 1997: Structural Use of Concrete Part 1: Code of Practice for Design & Construction - NOH2 Structures General Notes: EXW-P023-SE-QBJ-DG-10001-001-D03 3.0 MATERIAL PROPERTIES - Reinforced Concrete 25.00 kN/m³ gw = fcu = 24.00 MPa fy = 420.00 MPa

Unit Weight of Reinforced Concrete Characteristic strength of concrete Characteristic Yield Strength of Steel

NOH2 -General notes

- Rail Tower Crane 256 HC (Liebherr) MRT 294 MC 310 K12

Rail S54 S46 -

Weight (kg/m) 54.50 46.30 -

4.0 LOADINGS: - Imposed Load Tower Crane 256 HC (Liebherr) MRT 294 MC 310 K12 Max. = - Dead Load Rail = R_Conc =

0.54 kN/m 15 kN/m

Vert.(kN) 948 1061 971 782

Hori (kN) 141 kN

Jib 70 76 70

HUH 56.71 57.6 57.5

Self weight of Rail Self weight of Reinforced Concrete Foundation

- Load Combination Load Type Imposed Loads Dead Loads

SLS 1.00 1.00

ULS 1.60 1.40

- Load Case 1: 1.0DL + 1.0IMP LC1 =

782 kN 15.54 kN/m

Concentrated Force Unform Load

- Load Case 2: 1.4DL + 1.6IMP LC2 = 1251.2 kN 21.756 kN/m

BS8110 -Sect 2.4

Concentrated Force Unform Load

5.0 STRUCTURAL ANALYSIS: - Analysis considering the Ultimate Limit State (ULS) 5.1 Calculate the Ultimate Pressure beneath the Foundation - Foundation Geometry L= W= H=

9.00 m 1.00 m 0.60 m

Length of Foundation Width of Foundation Depth of Foundation

C:\cbanda\NOH2 Project\cris activities monitoring\Calculation Notes\Design Study

By: CGB

Project: Location: Client: Job Title DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION

Made By: Checked By: Date: Job.No/ Rev.

DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION

REF.

- Calculate the Bearing Ground Pressure qult = 299.80 kN/m² qs = 189.32 kN/m²

Ultimate Ground Pressure Ground Pressure at Service Load

1251.2 - Calculate the Ultimate Internal Force on the Foundation X1 = X2 = X3 =

1251.2

1.50

21.756

1.50 m 6.00 m 1.50 m

- Based on the Diagram Vumax = Mumax =

834.1 kN 938.4 kNm

1.50

6.00

299.80 Ultimate Shear Force Ultimate Flexural Moment

Shear Diagram 1000

834 kN

6.0 DESIGN CHECK:

500

- Calculate the Moment Resistance

417 kN

0

0 kN 0

M_Bar ø = 16.00 mm 8.00 mm S_ Bar ø = CC = 75.00 mm 600 mm H= 509 mm d= 5 unitless NBr = As = 1005.3 mm² 6948 mm² Ar = AsT = 7953.3 mm² 0.15 unitless K= z = 400.53 mm 0.95d = 483.55 mm Mn = 1164.0 kNm 1.15 unitless gm = Mr = 1012.2 kNm

Main Tensile Reinforcement Stirrups Bar Diameter Concrete Cover Depth of Foundation Effective depth No. of bars provided Total area of reinforcement Total area of rail Total Steel Area Mu/fcubd² d[0.5 + √(0.25-K/0.9)] 0.95d >= z OK Nominal Moment Resistance ResistanceFactor Design Moment Resistance

2

4

6

8

0 kN 10

-417 kN

-500

-834 kN -1000

Moment Diagram 400 200 0 0 kNm -200 0 -400 -600 -800 -1000 -1200

313 kNm

2

313 kNm

4

6

8

0 kNm 10

BS8110 -Sect 3.4.4

-938 kNm

Therefore: Mr

>

Mumax

Passed!

Uti 93%

- Calculate the Shear Resistance

BS8110 -Sect 3.4.5

Consider the resistance of Concrete 1000 mm bv = 509 mm d= As = 1005.3 mm²

width of foundation Effective depth Total area of reinforcement

Vc = Vc = 0.4332 N/mm² If the fcu is greater than 25.00 N/mm² but less than 40.00 N/mm² the value Vc can multiplied (fcu/25)1/3 v1 = 0.9865 unitless VcN = 0.4273 N/mm² 1.25 unitless gm = Vr = 0.3419 N/mm² bv = d=

1000 mm 509 mm

(fcu/25)1/3 Nominal Shear resistance Resistance Factor Design Shear Resistance Length projected punching Width projected punching

C:\cbanda\NOH2 Project\cris activities monitoring\Calculation Notes\Design Study

By: CGB

Project: Location: Client: Job Title DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION

DESIGN OF TOWER CRANE RAIL TRACKS FOUNDATION Vr = 174 kN Vrail = 689.24 kN Vrt = 863.24 kN

Made By: Checked By: Date: Job.No/ Rev.

REF.

Design Shear For Concrete Design Shear For Rail Total Design Shear

Therefore: Vr

<

Vumax

Passed!

Uti 97%

C:\cbanda\NOH2 Project\cris activities monitoring\Calculation Notes\Design Study

By: CGB