calculation note for a reinforced concrete building

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EL-BASIONY CONSULT. TEL: 0123452397

THE CALCULATION NOTE

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)( . . SAP2000 .

)( . . SAP2000 .

) ( SAP2000 D.L. + L.L. + W.L. .

. SAP2000

. D.L. + L.L D.L. + L.L. + W.L.

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: : ) working stress design method( -

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fc0 = 60 kg\cm2 fc = 95 kg\cm2 (beams) =85 kg\cm2 (10

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) (

:

solid SlabS ) -( ) (

.

FOR SLAB THICKNESS = 12 cm Own weight = 0.12* 2.5 = 0.30 t/m2. Covering = 150 kg/m2 = 0.15 t/m2. Live load = 200 kg/m2 = 0.2 t/m2. ( ( Wall load = 150 kg/m2 = 0.150 t/m .

. 1800

FOR SLAB THICKNESS = 16 cm Own weight = ts * R.C. = 0.16* 2500 = 400 kg/m2 = 0.4 t/m2. Covering = 150 kg/m2 = 0.15 t/m2. Live load = 200 kg/m2 = 0.2 t/m2. ( ( Wall load = 150 kg/m2 = 0.15 t/m2.

. 1800

: )(

Wtotal = 0.30 + 0.2 + 0.15 = 0.65 t/m2

Wtotal = 0.4 + 0.2 + 0.15 = 0.75 t/m2

ts = 12 cm

ts = 16 cm

SLABS

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Design of slab (s1) Dimensions = 8.68 * 6.82 W(s) = 0.8 t\m2 w a = 0.38 t\m2 w B = 0.167 t\m2 M a = 1.77 m.t\m2 d (depth) = t 1.5 cm = 16 1.5 = 14.5 cm K 1 =0.345 K 2 =1795 A S = 1.77 * 100000 \ 1795 * 14.5 = 6.8 Cm2 7 16 \ m (SHORT DIRECTION) 7 16 \ m (LONG DIRECTION)

// / / ssttrreessss ccoonncceennttrraattiioonn

Design of slab (s2) Dimensions = 5.74 * 3.81 m2 W(s) = 0.65 t\m2 r = 1.50 w a = 0.39 t\m2 M a = 0.71 m.t\m2 (w* L 2 \ 8) d (depth) = t 1.5 cm = 12 1.5 = 10.5 cm K 1 =0.395 K 2 =18130 A S = 0.71 * 100000 \ 1810* 10.5 = 3.72 Cm2 8 10 \ m (SHORT DIRECTION) 7 10 \ m (LONG DIRECTION) Design of slab (s3) Dimensions = 4.50 * 4.00 m2 W(s) = 0.65 t\m2 r = 1.125 w a = 0.27 t\m2 M a = 0.43 m.t\m2 d (depth) = t 1.5 cm = 12 1.5 = 10.5 cm K 1 =0.50 K 2 =1830 A S = 0.43 * 100000 \ 1830 * 10.5 = 2.23 Cm2 8 10 \ m (SHORT DIRECTION) 7 10 \ m (LONG DIRECTION)

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Beam on axis ( 1 1 ): Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Wwall = 0.12 * 2.2 * 1.80 = 0.48 t/m2. ~ 0.5 t/m2

Mdes = 1.78 * 3.65 * 3.65 \ 10 = 2.37 m.t d = 75 = K 1 (6.15 * 100000\12)

K 1 =0.53 K 2 =1850 A S = 1.78 * 100000 \ 1850 * 75 = 1.7 Cm2 4 12 (MIAN REINFORCEMENT) 2 12 (SEC. REINFORCEMENT)

Slab thickness = 20 cm Own weight = ts * R.C. = 0.2* 2500 = 500 kg/m2 = 0.5 t/m2. Flooring + Plaster

(Marble of thickness = 4 cm + Plaster of thickness = 2 cm) Flooring weight = 0.04 * 2000 + 0.02 * 1600 = 112 kg/m2 = 0.112 t/m2 Steps load Number of steps / 1m = 3.33 steps / 1 m. Own weight of steps = 0.5 * 0.15 * 0.3 * 2.5 * 3.33 = 0.187 t/m2

BEAMS

Wtotal = 0.24 + 0.5 + 0.75*0.4*6.94\2 = 1.78 t/m

STAIR

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Live load = 300 kg/m2 = 0.3 t/m2. ( (

-

DESIGN OF FLIGHT OF THE STAIR: Mdes = 1.1 * 4.10 * 4.10 \ 8 = 2.31 m.t\ms2 d = 18 = K 1 (2.31 * 100000 \ 100)

K 1 =0.37 K 2 =1806 A S = 2.31*100000 \ 1806 * 18 = 4.6 Cm2 8 16 \ m (MIAN REINFORCEMENT) 7 12 \ m (SEC. REINFORCEMENT)

: SAP 2000 . - -

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Wtotal = 0.5 + 0.3 + 0.10 + 0.2 = 1.1 t/m2

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SSTTRRUUCCTTUURRAALL AANNAALLYYSSIISS OOFF TTHHEE RREEPPEEAATTEEDD FFLLOOOORR

(STR. DES.ENG.\SAMEH WADY)

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solid slab of thickness 16 cm d (depth) = ts 1.5 = 16 1.5 = 14.5 cm

/ fs = 2000 kg/cm2

,= / 179 /

Allowable working stress for concrete in case of bending ~ 80 kg/cm2. K2 = 1750

For solid slab of thickness 12 cm d (depth) = ts 1.5 = 12 1.5 = 10.5 cm

/ fs = 2000 kg/cm2

,= / Allowable working stress for concrete in case of bending = 85 kg/cm2.

K2 = 1785

d * A *KMr s2

Mr = 1750 * 14.5 * 14.01 = 3.57 m.t.

Mr = 1785 * 10.5 * 6.28 = 1.2 m.t.

/ ) ( . ,

:

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Fx Fy

- Dead Load -0.5664 -0.3695 8.1204 Live Load -0.1714 -0.0888 1.9037 D.L+ L.L -0.7379 -0.4582 10.0241

- Dead Load 0.4264 -0.9319 18.8272 Live Load 0.1333 -0.2741 5.0405 D.L+ L.L 0.5597 -1.206 23.8677

Dead Load 0.1518 -1.1113 9.8051 Live Load 0.0504 -0.2615 2.0089 D.L+ L.L 0.2022 -1.3728 11.814

Dead Load -0.6602 0.0884 8.2962 Live Load -0.2271 0.0256 2.0635 D.L+ L.L -0.8874 0.1139 10.3597

- Dead Load 0.0671 0.4933 22.4782 Live Load 0.0615 0.1602 5.4332 D.L+ L.L 0.1286 0.6534 27.9114




- -Dead Load 0.5507 -0.1631 11.9643 Live Load 0.1615 -0.039 2.5673 D.L+ L.L 0.7122 -0.2021 14.5317

- Dead Load 0.1471 -0.0631 6.3649 Live Load 8.28E-01 1.40E-03 0.0659 D.L+ L.L 0.1393 -0.0617 6.4308

:

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Fx Fy



- Dead Load -0.151 0.071 3.6232 Live Load 1.70E-02 3.59E-04 5.23E-03 D.L+ L.L -0.154 0.0714 3.618

Dead Load -0.0136 0.2784 5.5215 Live Load 2.16E-01 7.82E-03 9.07E-03 D.L+ L.L -0.0124 0.2863 5.5124


Dead Load 0.2532 0.6775 5.5752 Live Load 0.0681 0.1641 1.0124 D.L+ L.L 0.3214 0.8415 6.5876

CORE Dead Load -1.3955 -0.3261 19.6598 Live Load -0.3665 0.1024 3.5031 D.L+ L.L -1.762 -0.2237 23.1629

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Beam on axis ( A A ):

Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 8.6 m.t d = 75 = K 1 (8.6 * 100000\12)

K 1 =0.28 K 2 =1760 A S = 8.6 * 100000 \ 1760 * 75 = 6.5 Cm2 6 12 (MIAN REINFORCEMENT) 2 12 (SEC. REINFORCEMENT)

) (

Beam on axis ( C C ): Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 6.5 m.t B = 16 * 12 + 12 = 204 B \ b0 = 17 (>5) A S = 6.5*100000\(75-6)*2000=4.71 Cm2

6 12 (MIAN REINFORCEMENT) 2 12 (SEC. REINFORCEMENT)

) (

Beam on axis ( E E ): Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 7.56 m.t B = 16 * 12 + 12 = 204 B \ b0 = 17 (>5) A S = 7.56*100000\(75-6)*2000=5.48 Cm2

2 12+ 3 16 (MIANREINFORCEMENT) 2 12 (SEC. REINFORCEMENT)

) (

:

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Beam on axis ( D D ):( SUPPORTED ON CORE) Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 9.48 m.t B = 16 * 12 + 12 = 204 B \ b0 = 17 (>5) A S = 9.48*100000\(75-6)*2000=6.87 Cm2


) (

Beam on axis ( 5 5 ):

Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 11.0 m.t

B = 16 * 12 + 12 = 204 B \ b0 = 17 (>5) A S = 11*100000\(75-6)*2000=8 Cm2


) ( Beam on axis ( 7 7 ):

Own weight of beam cross-sec. = 0.12 * 0.8 * 2.5 = 0.24 t/m2. Mdes = 3.0 m.t

B = 16 * 12 + 12 = 204 B \ b0 = 17 (>5) A S = 3.0*100000\(75-6)*2000=2.2 Cm2

6 12 (MIANREINFORCEMENT) 2 12 (SEC. REINFORCEMENT)

) (

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) ( ) (

:

flat Slab .

FOR SLAB THICKNESS = 20 cm Own weight = 0.20* 2.5 = 0.50 t/m2. Covering = 150 kg/m2 = 0.15 t/m2. Live load = 200 kg/m2 = 0.2 t/m2. ( ( Wall load = 150 kg/m2 = 0.150 t/m .

. 1800

: SAP 2000 . - -

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Wtotal = 0.50 + 0.2 + 0.15 + 0.15 = 1.00 t/m2

SLABS

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SSTTRRUUCCTTUURRAALL AANNAALLYYSSIISS OOFF TTHHEE GGRROOUUNNDD FFLLOOOORR

(STR. DES.ENG.\SAMEH WADY)

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/ fs = 2000 kg/cm2 = /

179 /

Allowable working stress for concrete in case of bending = kg/cm2. K2 = 1830

d * A *KM r s2

Mr =1830* 18.5 * 9 = 3.05 m.t.

/ . ,

:

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Fx Fy








Dead Load -0.0344 -0.1075 7.8445 Live Load -0.0194 0.0366 1.3582 D.L+ L.L -0.0537 -0.0708 9.2026

- Dead Load -0.1472 -0.1615 20.2039 Live Load -0.0327 5.69E-03 4.4182 D.L+ L.L -0.1799 -0.1558 24.6221

- -Dead Load 0.6015 -0.1211 12.8943 Live Load 0.1681 -0.0424 2.6224 D.L+ L.L 0.7696 -0.1635 15.5167

Dead Load 0.1421 -7.37E-03 8.2885 -

:

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Live Load -0.0338 8.73E-03 0.5807 D.L+ L.L 0.1084 1.37E-03 8.8692

Fx Fy

Dead Load -0.2389 0.2765 10.108 Live Load 9.53E-03 0.0418 0.3883 D.L+ L.L -0.2484 0.3183 10.4963


- Dead Load -0.1335 0.0716 3.5821

Live Load 2.58E-04 4.811E-04 - 5.98E-03

D.L+ L.L -0.1337 0.072 3.5761

Dead Load -0.0324 0.1646 4.6586 Live Load 4.02E-04 0.0101 -0.0227 D.L+ L.L -0.032 0.1747 4.6359




:

+ ,( ,= ) , ) (

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) ( ) (

:

flat Slab .

FOR SLAB THICKNESS = 20 cm Own weight = 0.18* 2.5 = 0.50 t/m2. Covering = 150 kg/m2 = 0.15 t/m2. Live load = 500 kg/m2 = 0.5 t/m2. Wall load = 150 kg/m2 = 0.150 t/m .

. 1800

: SAP 2000 . - -

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)( :

Wtotal = 0.50 + 0.5 + 0.15 + 0.15 = 1.30 t/m2

SLABS

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SSTTRRUUCCTTUURRAALL AANNAALLYYSSIISS OOFF TTHHEE BBAASSEEMMAANNTT FFLLOOOORR (STR. DES.ENG.\SAMEH WADY)

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/ fs = 2000 kg/cm2 = /

179 /

Allowable working stress for concrete in case of bending . K2 = 1840

d * A *KM r s2

Mr = 1840 * 18.5 * 9 =3.1 m.t.

/ .

:

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Fx Fy



Dead Load -0.0887 -0.3503 3.0355 Live Load -0.0425 -0.2371 1.8748 D.L+ L.L -0.1312 -0.5874 4.9103






- Dead Load -0.2016 -0.2998 15.4845 Live Load -0.2564 9.61E-03 9.4063 D.L+ L.L -0.458 -0.2902 24.8908

Dead Load 1.1223 -0.362 11.9777 - -

:

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Live Load 0.86 -0.1792 6.448 D.L+ L.L 1.9823 -0.5411 18.4257

- Dead Load 0.0414 -0.104 9.9294 Live Load -0.1206 -0.0335 2.5375 D.L+ L.L -0.0792 -0.1375 12.4669

Fx Fy



- Dead Load -0.4082 0.1146 3.036 Live Load -0.1075 0.0302 0.7472 D.L+ L.L -0.5157 0.1447 3.7832





:

) ,+ ,( ,= ) (

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- Dead Load 8.1204 8.8179 7.8615

Live Load 1.9037 1.8292 3.1747 D.L+ L.L 10.0241 10.6471 11.0362

- Dead Load 18.8272 22.0718 13.5667

Live Load 5.0405 5.2737 7.4881 D.L+ L.L 23.8677 27.3455 21.0548

Dead Load 9.8051 7.9339 3.0355

Live Load 2.0089 1.9636 1.8748 D.L+ L.L 11.814 9.8975 4.9103

- Dead Load

3.5411 4.2827 Live Load 0.3357 1.2269

D.L+ L.L 3.8768 5.5097

Dead Load 8.2962 9.1156 9.2741 Live Load 2.0635 1.9739 5.1121

D.L+ L.L 10.3597 11.0895 14.3862

- Dead Load 22.4782 23.3098 20.1042

Live Load 5.4332 6.1414 15.4486 D.L+ L.L 27.9114 29.4512 35.5528

Dead Load 12.077 10.7739 10.9009

Live Load 2.5457 2.2417 5.8229 D.L+ L.L 14.6227 13.0156 16.7237

Dead Load 8.1959 7.8445 8.0851

Live Load 1.4654 1.3582 2.65 D.L+ L.L 9.6612 9.2026 10.7351

- Dead Load 18.9787 20.2039 15.4845

Live Load 4.024 4.4182 9.4063 D.L+ L.L 23.0027 24.6221 24.8908

Live Load 2.5673 2.6224 6.448 Dead Load 11.9643 12.8943 11.9777 - -

:

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D.L+ L.L 14.5317 15.5167 18.4257

- Dead Load 6.3649 8.2885 9.9294

Live Load 0.0659 0.5807 2.5375 D.L+ L.L 6.4308 8.8692 12.4669

Dead Load 9.8165 10.108 9.8497

Live Load 0.4152 0.3883 1.8458 D.L+ L.L 10.2317 10.4963 11.6955

Dead Load 5.8979 4.6651 8.7852

Live Load 0.9037 0.9656 4.6619 D.L+ L.L 6.8016 5.6306 13.4471

-

Dead Load 3.6232 3.5821 3.036 Live Load 5.23E-03 5.98E-03 0.7472

D.L+ L.L 3.618 3.5761 3.7832

Dead Load 5.5215 4.6586 7.9892

Live Load 9.07E-03 -0.0227 2.4272 ) ( D.L+ L.L 5.5124 4.6359 10.4164

Dead Load 7.678 9.4083 7.7628 Live Load 1.1119 1.624 2.9663

D.L+ L.L 8.7899 11.0324 10.7291

Dead Load 5.5752 5.5711 6.608

Live Load 1.0124 1.0141 2.5827 D.L+ L.L 6.5876 6.5852 9.1907

CORE Dead Load 19.6598 20.1117 20.2268

Live Load 3.5031 3.448 8.5539 D.L+ L.L 23.1629 23.5597 28.7808

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. + +

For column load = 95 tons P = 60 * Ac + 0.44 * 3600 * 0.01

95 * 1000 = 75.84 * Ac Ac = 1252.64 cm2

Minimum column dimension: the diameter of a column (if circular), or

the side length of a rectangular column should in no case be less than the greatest of the following values:

Dmin = 30 cms 30 cms 1 / 20 of the panel length in the same direction (L) L/20 1 / 15 of the height of the floor (H) H/15

(assumed) 0.01

section. the in ncompressio in steel greinforcin of reasc

cmkg/ 3600

steel. ncompressio of stress ieldy

section. concrete compressed of reac

) 1)- (5 table ( cmkg/ 60

stress. ncompressio axial aximumco

scy44.0cco

A A

Y f

A A

M f whereAfAfP

2

2

P = 75.84 Ac

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Assume b = 30 cm t = 1252.64 / 30 = 60 cm

Take t = 60 cm AS = 0.01 * 30 * 60 = 18 cm2 (use = 10 16)

For column load = 95 tons P = 60 * Ac + 0.44 * 3600 * 0.01

95 * 1000 = 75.84 * Ac Ac = 1252.64 cm2

b * t = 1252.64 cm2 take b * t = 50 * 50 cm

AS = 0.01 * 50 * 50 = 25 cm2 (use = 16 16)

P = 75.84 Ac

50 cm

50 c

m

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16

16

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Loads data RESULT c.g LOAD Xi yi RESULT (p * x) sum (p * y) sum X c.g Y c.g

2386.00 6.035 8.704 2878.79 14399.51 17385.70 ####### ####### 6.039 8.601 229.05 5.957 8.567 1364.45 1962.27 263.74 6.149 7.699 1621.74 2030.53

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WIND

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x-dir y-dir

wi Fwind wi Fwind

x-di

r

y-di

r

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WIND

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EA

RT

H Q

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KE

w = . I = .

Z = . K = .

T = . S = ,=

V = Z * I * K * C * W * S

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) W / (

K = ( (. S = ( (. I = ( (.

*K = 2\3 (beams , slabss) *S = 1.15 ( soil report ) *I = 1.0 *Z = 0.2 (zone 2) *W = w d.L *T = 0.1 * 13 = 1.3 (T = 0.1 * no of storeis) eqn. 3 (E.C.O.P 93) *c = 1 \ ( 15 * T ) = 0.06 < 0.12 O.K

= = .

= . = . * . * .=

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*Own weight of columns ~ 0.30* 1.00*2.5*39.5*16 = 474 t *w d.L for rpeated floor = 182.6 t *w d.L for basement floor = 192.9 t *w d.L(total loads) = 134 + 474 + 182.6*12 + 192.9 =2995 t V = 0.2*1.0*1.0*(2\3)*0.06*1.0*1.15*2995=27.53 t My =27.53* 2/(3*40.5) =743.2 m.t

: - : *

- -

) w v( *

)eccentricity( +

/ - -


: *

. )-( - )( . )-(-

. R.C.D

*Area= 12875 cm2 *I x = 0.51 m4 *I y = 0.53 m4 *w total = 310 t *M (x) =34.26 m.t *M (y) =147 m.t CASE OF M (x):

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f = -(310 \ 1.3)- or + (34.26 \ 0.53)*0.8 = f(1) = -238.46 - or + 51.71 = -29 Kg\cm2 (comp) -19 Kg\cm2 (comp) CASE OF M (y): f = -(310 \ 1.3) - or + (147 \ 0.51)*0.83= f(1) = -238.46 - or + 239.2 = - 47.8 Kg\cm2 (comp) +0.08 Kg\cm2 (tension) (allowable) for more safe using 5 18 in corners

: ,= .

/ , .

: :

/ - -


W D.L = 2381 t. W L.L(red) =34*(1+1+.9+.8+.7+.6+5*0.5)+36.35+84.98 = 376 t. reduced L.L W total = 2757 t N= 2757 t acting at (6.04 , 8.601). M X = 710 m.t M y = 926 m.t

FROM THE PROGRAM (R.C.D): Max stress under corners = 17.3 t\m2 To get the max. allowable bearing capacity:

q all gross =12+4*1.8 = 19.2 t\m2 Area of R.C = 215.5 m2 *stress of slab of R.C = 0.6 *2.5= 1.5 t\m2 *Lengths of Beams = 80 m. Volume of Beams = 0.4 *0.6 * 0.8 = 19.2 m3 *weight of Beams = 19.2 * 2.5 = 48 t. Volume of replaced sand = 215.5 * 0.6 19.2 = 108.2 m3 V of dropped beams *stress of Beams = 48 \ 215.5 = 0.2 t\m2 *stress of sand = 108.2 * 1.8\ 215.5 = 0.9 t\m2 *stress of P.C = 0.45 * 2.2 = 0.9 t\m2 q all net = 12+4*1.8 - (0.2 + 0.9 + 0.9 )= 17.2 t\m2 ( ~ 17.3 t\m2) safe for shear failear. A req= 2757 \ 17.3 = 159.36 m2 But we have area= 221.6 m2 ( > 159.36 m2) safe *q all actual =2757 \ 221.6 = 12.4 t \ m2

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q net (on R.C) =2757 \ 215.5 = 12.8 t \ m2 Recommendations: -Foundation level at ( - 4.00). -Plain concrete with thick. Not more than 30 cm . -Flooring in all stories especially in basement must be reduced (venile flooring). -using slab of thick = 60cm , beams with depth (1.2 0.6)=60cm.

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calculation note for a reinforced concrete building

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