Calculation Sheet (autorecovered).docx

CALCULATION REPORT

UNIT 4 (HIGH RISE BULDING)

The concept for structural design focuses on satisfying the functional, the safety, and the economic requirements of the building without jeopardizing its aesthetic and architectural features. This calculation report presents the structural engineering aspect of Hotel located in Cairo, EGYPT. It contains 3 basements and 19 floors (total of 22 floors).

1. OUTLINE SPECIFICATION AND MATERIAL PROPERITIES 1.1. REINFORCED CONCRETE The grade of concrete will be according to the Egyptian Code of Practice (ECP):  

Grade (40) for reinforced concrete of slabs and beams. Grade (50) for reinforced concrete of columns.

Concrete cover is the concrete thickness to all steel reinforcement including links:  

For all concrete (with protection) in contact with soil, cover shall be 70mm. For all concrete elements above grade where concrete is protected from weathering, cover shall be 30mm for beams, 25mm for columns and 25 mm for slabs and walls. 1.1.1. Safe removal of forms 

Refer to the Egyptian code of practice ECP203-2007 section (9-4-2).

1.2. REINFORCING STEEL   

All reinforcing steel shall be complying with the Egyptian code of practice ECP203-2007, section 2-2-5-3, Table 2-4. Reinforcing steel bars shall be uncoated high yield deformed bars of characteristic strength 360 N/mm². Uncoated mild steel plain bars with characteristic strength 280 N/mm² may be used for links and binders.

Type

Grade

Yield Strength, fy (N/mm²)

Normal mild steel

240/360

240

High grade steel

400/600

400

Note: Bar size increment = 6, 8, 10, 12, 16, 18, 22, 25, 28 and 32 1.2.1. QUALITY CONTROL Inspection of steel elements will be in accordance to the Egyptian code of practice for steel construction and bridges ECP 205-2001.

2. STRUCTURAL ANALYSIS AND DESIGN 2.1. DESIGN CODES AND STANDARD All design shall be prepared in accordance with the below listed relevant codes: o

ECP (203-2007)

Egyptian Code of Practice for Design and Construction of Concrete Structures

o

ECP (201-2012)

Egyptian Code for Loading on Buildings

o

ECP (202-2001)

Egyptian Code of Practice for Foundation

2.2. STRUCTURAL LOADS The following loads are considered in the design: a. Structural Dead Loads which include: o

The own weight of the structural elements, slabs, columns, and walls.

o

Superimposed dead load from floorings and partitions.

b. Live loads which cover the occupants, furniture, and mechanical equipment. c.

Earth pressure on the external walls.

d. Wind loads on the external façade and roof. e. Seismic loads according to ECP. The basis for the considered design loads are summarized in the followings sections. 2.2.1. Dead Loads 

Unit weight of concrete elements



Flooring shall be:



25.0 kN/m³

 Typical floor

1.5 kN/m²

 Toilets

1.5 kN/m²

 Roof

1.5 kN/m²

Walls unit weight

18.0 kN/m³

2.2.2. Live Loads Live loads for the different zone areas shall be calculated in accordance with (ECP 201-2012) as follows (uniformly distributed in kN/m²): 

Rooms



Services and reception

4



Garages

5



2.5

2.3. LOADS COMBINATIONS Load combination are defined according to ECP 203-2007, section 3-2-1-1 as follows: 2.3.1. Factored combinations 

For elements subjected to live loads. U = 1.4D + 1.6L



If the live load does not exceed 75% of the dead load, the following combination may be used. U = 1.5 (D+L)

2.3.2. Earthquake Loads The following seismic parameters which are based on the geotechnical data were determined using a guide geotechnical report (but not the final one) that corresponds to the building plot. After submitting the final geotechnical report to the structural consultant, the building design will be checked using the updated seismic parameters. 

Response modification factor

(R = 5)



Importance factor

( i = 1.2)



The design acceleration

(ag = 0.15g)



Design damping correction factor

( = 1.0)



All others parameters (S, Tb, Tc, Td) to be obtained according to the type of soil. (assumed soil type A)

2.4. LOADS COMBINATIONS Load combination are defined according to ECP 203-2007, section 3-2-1-1 as follows: 2.4.1. Factored combinations 

For elements subjected to live loads. U = 1.4D + 1.6L



If the live load does not exceed 75% of the dead load, the following combination may be used. U = 1.5 (D+L)



For elements subjected to live loads and lateral loads due to earth pressure or liquids ( in case of Tanks, the factor " YF " will be replaced from 1.6E to 1.4E ) U = 1.4D + 1.6(E+L)



For elements subjected to live loads and lateral loads due to wind or earthquake (take the higher value from two equations) U = 0.8 (1.4D + 1.6L + 1.6W) U = 1.12D + αL + S Where α = 0.5 (For hotels)



For cases where the dead load leads to building stability, the combination will be as follows: U = 0.9D U = 0.9D + 1.6E U = 0.9D + 1.3W U = 0.9D + S



Dynamic loads can be considered as an equivalent static load, and the ultimate load will be: U = 1.4D + 1.6L + 1.6K Where: U = ultimate load design D = dead load L = live load E = earth pressure or liquid pressure W = wind load design S = seismic load design T= Self-straining load K= Dynamic loads

2.4.2. Unfactored combinations 

Service loads are taken as follows: S=D+L S=D+L+W S = D + αL/1.2 + S/1.4



For cases where the dead load leads to building stability, the combination will be as follows: S = 0.9D S = 0.9D + W S = 0.9D + S/1.4

3. DESIGN OF SLABS

M11 second basement slab (kn.m/m’)

M22 second basement slab (kn.m/m’)

M11 1st basement slab (kn.m/m’)

M22 first basement slab (kn.m/m’)

M11 restaurant slab (kn.m/m’)

M22 restaurant slab (kn.m/m’)

M11 7th floor slab (kn.m/m’)

M22 7th floor slab (kn.m/m’)

M11 airstrip slab (kn.m/m’)

M22 airstip slab (kn.m/m’)

4. DESIGN OF BEAMS:

M 33 for second basement beams kn.m (ult)

Q 22 for second basement beams kn (ult)

M 33 for ground beams kn.m (ult)

M 33 for ground beams kn.m (envelope)

Q 22 for ground beams kn (envelope)

M 33 for resturant beams kn.m (ult)

M 33 for resturant beams kn.m (envelope)

Q 22 for resturant beams kn.m (envelope)

M 33 for 7th floor beams kn.m (ult)

M 33 for 7th floor beams kn.m (envelope)

Q 22 for 7th floor beams kn (envelope)

DESIGN OF SPANDERL BEAM : 500x1000 M Max = 1800 Kn.M Q Max = 900 T Use Bending Rft Of 12T28 Top And Bttom Use Shear Rft Of 9Y10 4Branches ( SEE DWG NO. 5 )

DESIGN OF MOMENT RESISTING FRAME : Design of moment resisting frame is the same as ordinary beams in rft values but it has a different details ( SEE DWG NO.5 )

5. SEISMIC ANALYSIS:

EQ static base shear from code

Response Spectrum

Base shear from etabs

Base shear must to larger or equal to 0.85 from base shear of EQ

 Scale factor = 0.85*2900/2000 = 1.23

Modal period & frequences

Max response in Y dierction

Story drift in X direction

Story Drift in Y direction

Overturning moment X direction

Overturning moment in Y direction

6. DESIGN OF CLOUMNS : Columns are designed base on normal force only with rft ration of 1.8% and bigger dimensions , then checked by etabs .

Columns labels In etabs

Story 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT

Column Load Case/Combo C1 C2 C3 C4 C5 C6 C7 C8 C9 C10 C11 C12 C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 C26 C27 C28 C29 C30 C31 C32 C33 C34 C35 C36 C37

1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L

P kN -1789.3049 -4212.8121 -2207.7904 -12314.8765 -11354.7938 -11945.4343 -13573.1036 -2501.9089 -2351.7597 -14125.2818 -13155.677 -11770.5421 -4962.6767 -4941.3992 -4923.3468 -4849.6035 -5033.3343 -10634.3403 -6630.3697 -11319.0557 -10817.7493 -12161.9133 -13767.8067 -12893.41 -12898.3148 -11877.075 -25822.3288 -23677.9974 -19996.9461 -20388.4302 -23437.4745 -25071.6191 -23120.2772 -20846.2545 -13502.8455 -18137.0493 -23449.1344

Story 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT 2ND BASEMENT

Column Load Case/Combo C38 C39 C40 C41 C42 C43 C44 C45 C46 C47 C48 C49 C50 C51 C52 C53 C54 C55 C56 C57 C58 C59 C60

1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L 1.4D + 1.6L

P kN -19025.6775 -18614.1351 -13447.7443 -22829.0187 -17112.9411 -25652.031 -27349.4866 -28068.0327 -26362.3319 -17565.85 -17425.366 -17994.9732 -22363.6654 -22532.0162 -18062.5284 -17658.3987 -26644.0061 -28104.5357 -17964.0298 -28347.0902 -26945.5721 -16849.4575 -22965.4799

DESIGN OF COLUMN SECTIONS

Column c7 is designed based on buckling length

COLUMNS CAPACITY RATIO CHECK AT ETABS

7. DESIGN OF CORE :

Straining actions on cre Design with min rft ration 0.25%

8. DESIGN OF FOUNDATION: The foundation system is raft on piles (591 pile ) , Pile capacity is 2500 kn .

M11 kn-m/m’

M22 kn.m/m’

Settelment of Raft (mm)