Area = 30.48m X 121.92mimposed load = 10 kN/m2(assume)type of soil = medium denses sand(assume)Thickness slab = 0.25 mThickness hardcore = 0.6 mDesing span, L = 2 mDiameter of depression = 2 m(Assume)

fu = 24.4 kN/m2

Mu = 31.232 kNm/m

Effective depth, d = 227 mmwidth, b = 1000 mm

Mu = 0.606

Plan on depression at unsupported corner of slab

one -way spanning ( B or C mesh)

UDL == 31.232 kNm/m

two-way spanning ( A mesh)

UDL == 15.616 kNm/m

As = 0.16 % bd BS8110:part 3: chart 2= 363

Load (kN/m2) As10 363 T12 @ 250 c/c, As = 452 mm2/m15 499 T12 @ 200 c/c, As = 566 mm2/m20 590 T12 @ 175 c/c, As = 646 mm2/m25 704 T12 @ 150 c/c, As = 792 mm2/m

bd²

0.32 fu L²

0.16 fu L²

mm²/m

Area = 30.48m X 121.92mimposed load = 40 kN/m2(assume)type of soil = medium denses sand(assume)Thickness slab = 0.25 mThickness hardcore = 0.6 mDesing span, L = 2 mDiameter of depression = 2 m(Assume)

fu = 72.4 kN/m2

Mu = 92.672 kNm/m

Effective depth, d = 227 mmwidth, b = 1000 mm

Mu = 0.899

Plan on depression at unsupported corner of slab

one -way spanning ( B or C mesh)

UDL == 92.672 kNm/m

two-way spanning ( A mesh)

UDL == 46.336 kNm/m

As = 0.25 % bd BS8110:part 3: chart 2= 568

Load (kN/m2) As10 182 T12 @ 300 c/c, As = 377 mm2/m20 318 T12 @ 300 c/c, As = 377 mm2/m30 430 T12 @ 250 c/c, As = 452 mm2/m40 568 T12 @ 175 c/c, As = 646 mm2/m

bd²

0.32 fu L²

0.16 fu L²

mm²/m

Area = 30.48m X 121.92mimposed load = 40 kN/m2(assume)Type of soil = B- Consistent soil type but (assume) variable densityThickness slab = 0.25 mThickness hardcore = 0.6 mDesing span, L = 1.4 m Fig K1Diameter of depression = 2 m Table 13.1 (Assume)

fu = 72.4 kN/m2

Mu = 45.409 kNm/m

Effective depth, d = 227 mmwidth, b = 1000 mm

Plan on depression at unsupported corner of slab

one -way spanning ( B or C mesh)

UDL == 45.409 kNm/m

two-way spanning ( A mesh)

UDL == 22.705 kNm/m

Mu = 0.881

As = 0.21 % bd BS8110:part 3: chart 2= 477

Load (kN/m2) As10 182 T12 @ 300 c/c, As = 377 mm2/m20 318 T12 @ 300 c/c, As = 377 mm2/m30 431 T12 @ 250 c/c, As = 452 mm2/m40 477 T12 @ 200 c/c, As = 566 mm2/m

0.32 fu L²

0.16 fu L²

bd²

mm²/m

Area = 30.48m X 121.92mImposed load = 65 kN/m2 Assume type of soil = gravel Table 13.1Thickness slab = 0.25 mThickness hardcore = 0.6 mDesing span, L = 1.5 m Figure K1Diameter of depression = 2 m Table 13.1(Assume)

fu = 1.4 Gk + 1.6 Qkfu = 112.4 kN/m2

Mu =Mu = 80.928 kNm/m

Effective depth, d = 227 mmwidth, b = 1000 mm

Plan on depression at unsupported corner of slab

One -way spanning ( B or C mesh)

UDL == 80.928 kNm/m

Two-way spanning ( A mesh)

UDL == 40.464 kNm/m

Mu = 0.785

As = 0.21 % bd BS8110:part 3: chart 2= 477

By try and error

Load (kN/m2) As10 91 T12 @ 300 c/c, As = 377 mm2/m20 136 T12 @ 300 c/c, As = 377 mm2/m30 182 T12 @ 300 c/c, As = 377 mm2/m40 250 T12 @ 300 c/c, As = 377 mm2/m

0.32 fu L²

0.32 fu L²

0.16 fu L²

bd²

mm²/m

50 341 T12 @ 300 c/c, As = 377 mm2/m60 363 T12 @ 300 c/c, As = 377 mm2/m65 477 T12 @ 200 c/c, As = 452 mm2/m

As a result, allowable load is 60 kN/m2

PROJEK: PROPOSED UPGRADING OS SUNKEN FLOOR AT SHEDS C2, C3 & C5, NO. RUJ:

CONVENTIONAL YARDSTORE, CONTAINER TERMINAL 2 (CT2)

MUKA: 1

DIKIRA OLEH: Mohd Zulhafiz Che Kamarudin

DISEMAK OLEH: Ir Shahabuddin Baginda Basir TARIKH: 14/5/12

REFFERENCE CALCULATION OUTPUT

1.0 IntroductionThe purpose of analysis is to check the capacity of the existingstructural of non-suspended slab, constructed by the contractor

2.0 Structural informationArea of non-suspended slab, = 30.48m X 121.92mImposed load, Qk = 20Type of soil = gravel

= 0.25 m= 40= T12 @ 250 C/C both way & top/bottom

Figure K1 = 0.6 m

Table K.1 Design span, L = 1.5 m

Structural Diameter of depression = 2.0 m

foundation = 24

design

manual by 3.0 Loading

by curtins Design load, fu = 1.4 Gk + 1.6 Qk Gk == 40.4 kN/m2

Bending moment, Mu = 0.32 fu L²= 29.088 kNm/m

Effective depth, d = 227 mmWidth, b = 1000 mm

Assuming depression at unsupported corner of slab,

- One -way spanning ( B or C mesh)Assuming uniform distribution load acting on the floor,

BS8110 UDL = 0.32 fu L²= 51.712 kNm/m

- Two-way spanning ( A mesh)Assuming uniform distribution load acting on the floor,

BS8110 UDL = 0.16 fu L²= 25.856 kNm/m

Mu = 0.502bd²

BS8110 Area of reinforcement,As = 0.06 % bdpart 3: chart 2 = 136 mm²/m

STRUCTURE: STRUCTURAL CHECK FOR NON SUSPENDED SLAB

kN/m²

Thickness slab, t (given by contractor)

Concrete strength, fcu (given by contractor) kN/m³Reinforcement (given by contractor)

Thickness hardcore (given by contractor)

Density of concrete, δ kN/m³

δ x t

PROJEK: PROPOSED UPGRADING OS SUNKEN FLOOR AT SHEDS C2, C3 & C5, NO. RUJ:

CONVENTIONAL YARDSTORE, CONTAINER TERMINAL 2 (CT2)

MUKA: 2

DIKIRA OLEH: Mohd Zulhafiz Che Kamarudin

DISEMAK OLEH: Ir Shahabuddin Baginda Basir TARIKH: 14/5/12

REFFERENCE CALCULATION OUTPUTAssuming two way reinforcement,

By try and error, following the above calculation

Assume Load As Reinforcement provided(mm²/m)

10 9120 13630 18240 25050 34160 36365 477

4.0 ConclusionAs a result, with reference to the above table, the allowable load for the floor can cater is approximatly 60 kN/m²

STRUCTURE: STRUCTURAL CHECK FOR NON SUSPENDED SLAB

(kN/m²)T12 @ 300 c/c, As = 377 mm²/mT12 @ 300 c/c, As = 377 mm²/mT12 @ 300 c/c, As = 377 mm²/mT12 @ 300 c/c, As = 377 mm²/mT12 @ 300 c/c, As = 377 mm²/mT12 @ 250 c/c, As = 452 mm²/mT12 @ 200 c/c, As = 566 mm²/m