No Liability is accepted by the Developer of this software for any direct, indirect, consequential or accidental loss or damage

No Liability is accepted by the Developer of this software for any direct, indirect, consequential or accidental loss or damage

DESIGN SLAB ->

SLAB DESCRIPTION: DAANISH SCHOOL VEHARI (HOSTEL) F.F.S PANEL No.: S4

SLAB DIMENSIONS Mu(-ve) =-9.46 k-ft/ft

Short Span (la) 16 ft As = 0.41 sq.in/ft

Long Span (lb) 24 ft #4 @ 5.5 in c/c (T)

SLAB THICKNESS

Thickness Required 5.82 in Mua+ =5.61k-ft/ft

Thikness Provided 6.5 in As = 0.23 sq.in/ft

Clear Cover (Top & Bottom) 0.75 in #3 @ 5.5 in c/c (B)

Mu (-ve)=-0.65 k-ft/ft Two Way Slab Mu (-ve) =-0.65 k-ft/ft

IMPOSED LOADS Asmin = 0.14 sq.in/ft Mub+ =1.96 k-ft/ft Asmin = 0.14 sq.in/ft

Superimposed Dead Load (unfactd) 200 psf #3 @ 9 in c/c (T) Asmin = 0.14 sq.in/ft #3 @ 9 in c/c (T)

Superimposed Live Load (unfactd) 40 psf #3 @ 9 in c/c (B)

MATERIAL STRENGTH

Concrete Strength f'c 3 ksi Mu(-ve) =-1.87 k-ft/ft

Steel Yeild Strength 60 ksi Asmin = 0.14 sq.in/ft

#3 @ 9 in c/c (T)

Two Way Slab Loads

Slab Self wt 81.25 psf

Ultimate Dead Load 337.50 psf

Ultimate Live Load 64.00 psf

Total Ultimate Load 401.50 psf

COEFFICIENTS TO BE USED ACI

CALC-SHEET >>CALC-SHEET >>

ABOUTABOUT

DRAWING >>DRAWING >>

Continuous Edge

Continuous Edge

Continuous EdgeContinuous Edge

DESIGN OF TWO-WAY SLAB BY ACI-COEFFICIENTS

DAANISH SCHOOL VEHARI (HOSTEL) F.F.S

PANEL No : S4

Input Data:

Slab DimensionsShort Span = 16 ftLong Span = 24 ftSpan Ratio = 16 / 24 = 0.67Slab Thickness (reqd) = 2 x (16+24) x 12 / 165 = 5.82 inSlab Thickness (prvd) = 6.5 in

Edge ConditionsShort Span Edge Condition = One Edge ContinuousLong Span Edge Condition = Both Edges Discontinuous

Applied LoadsSlab self wt = 81.25 psfService Dead Load = 200 psfService Live Load = 40 psf

Material StrengthsConcrete Strength = 3 ksiSteel Yield Strength = 60 ksi

Design Moments

LoadsTotal Ultimate DL = 1.2(81.25 + 200) = 337.5 psfTotal Ultimate LL = 1.6(40) = 64 psfTotal Ultimate Load = 337.5 + 64 = 401.5 psf

Short Span MomentsPositive Moment DL Mua(dl)+ = 0.053 x 337.5 x 16^2 = 4.579 k-ft/ftPositive Moment LL Muall+ = 0.063 x 64 x 16^2 = 1.032 k-ft/ftTotal Postive Short Span Moment Mua+ = ---------------------------------> = 5.611 k-ft/ft

Negative Moment on Discontinuous Edge = 1/3 x 5.611 = 1.870 k-ft/ftNegative Moment on Continuous Edge = 0.092 x 401.5 x 16^2 = 9.456 k-ft/ft

Long Span MomentsPositive Moment DL Mubdl+ = 0.008 x 337.5 x 24^2 = 1.555 k-ft/ftPositive Moment LL Mubll+ = 0.011 x 64 x 24^2 = 0.406 k-ft/ftTotal Postive Long Span Moment Mub+ = ---------------------------------> = 1.961 k-ft/ft

Negative Moment on Discontinuous Edge = 1/3 x 1.961 = 0.654 k-ft/ftNegative Moment on Discontinuous Edge = 1/3 x 1.961 = 0.654 k-ft/ft

<< DESIGN DATA<< DESIGN DATA

DRAWING >>DRAWING >>

DESIGN OF TWO-WAY SLAB BY ACI-COEFFICIENTSDAANISH SCHOOL VEHARI (HOSTEL) F.F.SPANEL No : S4

Reinforcement Calculations

Along Short SpanPositive SteelMu=5.61 k-ft ; b=12 in ; d=5.563 in ; fc'=3ksi ; fy= 60 ksiAs+ = 0.85 x 3 / 60 x [1 - [1-2 x 12 x5.611/(0.9x0.85x3x12x5.563^2) ]^0.5 ] x 12 x 5.563

= 0.234 sq.in.Asmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As+ = 0.234 sq.in. (#3 @ 5.5 in ) Negative SteelMu=1.87 k-ft ; b=12 in ; d=5.563 in ; fc'=3ksi ; fy= 60 ksiAs- = 0.85 x 3 / 60 x [1 - [1-2 x 12 x1.87/(0.9x0.85x3x12x5.563^2) ]^0.5 ] x 12 x 5.563

= 0.076 sq.in.Asmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As- = 0.140 sq.in. (#3 @ 9 in ) Negative SteelMu=9.46 k-ft ; b=12 in ; d=5.5 in ; fc'=3ksi ; fy= 60 ksiAs- = 0.85 x 3 / 60 x [1 - [1-2 x 12 x9.456/(0.9x0.85x3x12x5.5^2) ]^0.5 ] x 12 x 5.5

= 0.412 sq.in.Asmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As- = 0.412 sq.in. (#4 @ 5.5 in )

Along Long SpanPositive SteelMu=1.96 k-ft ; b=12 in ; d=5.188 in ; fc'=3ksi ; fy= 60 ksiAs+ = 0.85 x 3 / 60 x [1 - [1-2 x 12 x1.961/(0.9x0.85x3x12x5.188^2) ]^0.5 ] x 12 x 5.188

= 0.085 sq.inAsmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As+ = 0.140 sq.in. (#3 @ 9 in ) Negative SteelMu=0.65 k-ft ; b=12 in ; d=5.563 in ; fc'=3ksi ; fy= 60 ksiAs- = 0.85 x 3 / 60 x [1 - [1-2 x 12 x0.654/(0.9x0.85x3x12x5.563^2) ]^0.5 ] x 12 x 5.563

= 0.026 sq.inAsmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As- = 0.140 sq.in. (#3 @ 9 in ) Negative SteelMu=0.65 k-ft ; b=12 in ; d=5.563 in ; fc'=3ksi ; fy= 60 ksiAs- = 0.85 x 3 / 60 x [1 - [1-2 x 12 x0.654/(0.9x0.85x3x12x5.563^2) ]^0.5 ] x 12 x 5.563

= 0.026 sq.inAsmin = 0.0018 x 12 x 6.5 = 0.140 sq inuse As- = 0.140 sq.in. (#3 @ 9 in )

Shear Check (aci-coefficient)Total load on the panel = 16 x 24 x 401.5 = 154.1 kips

= 0.85 x 2 x ( 3000 )^½ x 12 x 5.5 / 1000 = 6.14 k/ft

Shear along short side Vua = ( 0.08 x 154.1 ) / (2 x 16 ) = 0.38 k/ft <6.14 k/ft…. (O.K.) ( 0.08 x 154.1 ) / (2 x 16 ) = 0.38 k/ft <6.14 k/ft…. (O.K.)

Shear Capacity of the section fVc

DESIGN OF TWO-WAY SLAB BY ACI-COEFFICIENTS

DAANISH SCHOOL VEHARI (HOSTEL) F.F.S

PANEL No : S4

Input Data:

Slab DimensionsShort Span = 4.88 mLong Span = 7.31 mSpan Ratio = 0.666667Slab Thickness (reqd) = 148 mmSlab Thickness (prvd) = 163 mm s

Edge ConditionsShort Span Edge Condition = One Edge ContinuousLong Span Edge Condition = Both Edges Discontinuous

Applied Loads

Slab self wt = 3.89

Service Dead Load = 9.58

Service Live Load = 1.92

Material StrengthsConcrete Strength = 21 MPaSteel Yield Strength = 420 MPa

Design Moments

LoadsTotal Ultimate DL = 1.2(3.89025 + 9.576) = 337.5 KN/m2Total Ultimate LL = 1.6(1.9152) = 64 KN/m2Total Ultimate Load = 337.5 + 64 = 401.5 KN/m2

Short Span MomentsPositive Moment DL Mua(dl)+ = 20.36929 KN-m/mPositive Moment LL Muall+ = 4.591417 KN-m/mTotal Postive Short Span Moment Mua+ = ---------------------------------> = 24.961 k-m/m

Negative Moment on Discontinuous Edge = 8.320235 KN-m/mNegative Moment on Continuous Edge = 42.06294 KN-m/m

Long Span MomentsPositive Moment DL Mubdl+ = 6.917872 KN-m/mPositive Moment LL Mubll+ = 1.803771 KN-m/mTotal Postive Long Span Moment Mub+ = ---------------------------------> = 8.722 KN-m/m

Negative Moment on Discontinuous Edge = 2.907214 KN-m/mNegative Moment on Discontinuous Edge = 2.907214 KN-m/m

DESIGN OF TWO-WAY SLAB BY ACI-COEFFICIENTSDAANISH SCHOOL VEHARI (HOSTEL) F.F.SPANEL No : S4

Reinforcement Calculations

Along Short SpanPositive Steeluse As+ = 150.845 sq.mm. (#3 @ 137.5 mm ) Negative Steeluse As- = 90.580 sq.mm. (#3 @ 225 mm )

Along Long SpanPositive Steeluse As+ = 90.580 sq.mm. (#3 @ 225 mm ) Negative Steel

KN/m2

KN/m2

KN/m2

<< DESIGN DATA<< DESIGN DATA

DRAWING >>DRAWING >>

use As- = 90.580 sq.mm. (#3 @ 225 mm )

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5'-

6''

# 4 @ 5.5 in

# 3 @ 5.5 in

6'-0''

16 ft

6'-0''

@ 9

in

@ 9

in

@ 9

in

# 3

# 3

# 3

4'-

0'' # 3 @ 9.0 in

24 ft

SCHEMATIC DIAGRAM OF REINFORCED SLABDAANISH SCHOOL VEHARI (HOSTEL) F.F.SPANEL NO: S4

<< DESIGN DATA<< DESIGN DATA

<< DESIGN DATA<< DESIGN DATA