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Slab Thickness, For Beam: 40 or 50 Grade 0.0020 60 Grade 0.0018 For Other Grade

This document provides information on design parameters and equations for reinforced concrete structures including: 1. Minimum reinforcement requirements, moment coefficients, and slab thickness equations for one-way and two-way slabs. 2. Shear and flexural reinforcement requirements for beams and flat plates. 3. Reinforcement distribution and design equations for columns, footings, and retaining walls. 4. Wind load coefficients based on building height and geometry. 5. Earthquake load parameters including zone coefficients and response reduction factors.

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Tanvir Islam
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88 views5 pages

Slab Thickness, For Beam: 40 or 50 Grade 0.0020 60 Grade 0.0018 For Other Grade

This document provides information on design parameters and equations for reinforced concrete structures including: 1. Minimum reinforcement requirements, moment coefficients, and slab thickness equations for one-way and two-way slabs. 2. Shear and flexural reinforcement requirements for beams and flat plates. 3. Reinforcement distribution and design equations for columns, footings, and retaining walls. 4. Wind load coefficients based on building height and geometry. 5. Earthquake load parameters including zone coefficients and response reduction factors.

Uploaded by

Tanvir Islam
Copyright
© Attribution Non-Commercial (BY-NC)
We take content rights seriously. If you suspect this is your content, claim it here.
Available Formats
Download as DOCX, PDF, TXT or read online on Scribd
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Minimum Reinforcement

Minimum temperature reinforcement 40 or 50 grade =0.0020 60 grade = 0.0018 For other grade=

Shear force in end members at first interior support = Shear at all other support = Slab thickness,

Balanced steel ratio

One Way slab moment distribution At interior support At midspan support At Exterior suppor M- = Beam and slab co-efficient For positive moment If discontinuous end is unrestrained If discontinuous end is integral Interior Span For Negative moment Negative moment at exterior face of first interior support Str Na Col Mid For flat plat beam) For flat plat edge beam)

For beam supported slab Slab thickness, For Flat plate (With edge

Shear reinforcement One way shear Two way shear Stirrup required

(Without

For Flat plate Column strip=

Neg -0.49M0 -0.16M0

Pos +0.21M0 +0.14M0

Unbalanced Moment coefficient =

One way slab Simply supported = One way continuous = Both end continuous = Cantilever =

Two span More than two span Negative moment at other face of interior support

, width =c + 1.5 h

b1= width of the critical section for shear measured in the direction

Shear force

b2= width of the critical


section for shear measured in direction perpendicular to b1 b1=c1+d b2=c2+d

Reinforcement distribution at rectangular footing Reinforcement should be placed at B/2 (width) from column support

Column Column under vertical load only. =0.56[0.85fc(Ag-As)+fyAs]

a.Not less than one half of the total reinforcement in the column strip at the support shall be place within the effective width b. Not less than one quarter of the top steel at the support in the column strip shall be continuous throughout the span. c. Continuous bottom reinforcement in the column strip shall be not less than one third of the top reinforcement in the column strip. d. Not less than one half of all bottom reinforcement at mid span shall be continuous and shall develop its yield strength at the face of support.

then slender Bearing capacity of column at Base Pile capacity When N>15 Corrected SPT =N-(N-15)/2 For skin friction =0.02N/Fs For end bearing =4N/FS All are in tsf Minimum area of dowel Bar=0.005 Ag Ag = Gross area of column section Development

Area of 18 pile =1.76 Area of 20 pile =2.18 For cast in situ =2/3xcapacity Punching shear 4 2(a+b) shear Combination 1.1.4Dl+1.7LL 2.1.05DL+1.275LL+1.275Wx -p/allowable

length

Footing with eccentric column load e>L/6

Retaining Wall 3.1.05DL+1.275LL-1.275Wx Thickness of the retaining wall = h/25, h/15 recommended M= Moment at service load Footing 4.1.05DL+1.275LL+1.275Wy 5.1.05DL+1.275LL-1.275Wy 6.1.05DL+1.275LL+1.40Eqx

7.1.05DL+1.275LL+1.40Eqy Slab co-efficient Caneg =0.5+0.1(1-m) ,m=a/b


Cbneg =0.1-Caneg Cadl =(6/11)xCaneg Call =(16/25)xCaneg Cbdl =(6/11)xCbneg Cbll =(16/25)xCbneg

Wind forces
Co-efficient of CG

Height 0-15 ft 20 ft 30 ft

Co-efficient 1.654 1.592 1.511

40 ft 50 ft 60 ft 70 ft 80 ft 90 ft 100 ft 110 ft 120 ft

1.457 1.418 1.388 1.363 1.342 1.324 1.309 1.287 1.268

Co-efficient of Cp
h/b <=0.5 10.0 20.0 >=40 0.1 1.40 1.55 1.80 1.95 0.5 1.45 1.85 2.25 2.50 0.65 1.55 2.00 2.55 2.80 L/B 1.0 1.40 1.70 2.00 2.20 2.0 1.15 1.30 1.40 1.60 >=3 1.10 1.15 1.20 1.25

qz=CcCICzVb2 Cc= Velocity to pressure conversion =47.2x10-6 CI=Importance co-efficient =1


Co-efficient of Cz

Height 0-15 ft 20 ft 30 ft 40 ft 50 ft 60 ft 70 ft 80 ft 90 ft 100 ft 110 ft 120 ft

Co-efficient 0.368 0.415 0.497 0.565 0.624 0.677 0.725 0.769 0.810 0.849 0.909 0.965

Vb= wind velocity


Dhaka =210 km/h, Chittagong =260 km/h

Earth Quake load

Z= Seismic zone coefficient Seismic Zone Zone coefficient 1 0.075 2 0.15 3 0.25 I= Importance coefficient

S =1.5

Ct=0.073 hn= height above base in meter R=8

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