Flat Slab

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date: All units are in Newtons and meters unless otherwise indicated

A

Llong

B

Dshort

Dlong

Lshort

1

Corner Slab

Lshort

2

Edge Slab 1

Short Direction

3

The following are the assumptions of this worksheet: 1. All spans (long and short direction) are uniform length. 2. All columns have uniform dimensions (long and short direction). 3. There may or may not be any overhang (D long and/or D short may or may not be zero) 4. There may or may not be any wall load (W wall may or may not be zero). 5. Slab is of uniform thickness. 6. Direct design method is applicable. Fixed inputs: Span in long direction, Llong =

Clear span in long direction Lnlong = Llong-clong = Overhang in long direction, Dlong = Span in short direction, Lshort = Clear span in short direction, Lnshort = Lshort-cshort = Overhang in short direction, Dshort = Column width in long direction, clong =

426.409.3.2.1

Column width in short direction, cshort = Floor to floor height, H = Capacity reduction factor for flexure fb =

426.409.3.2.3

Capacity reduction factor for shear fv = Live load, wLL = Superimposed dead load: Floor finish, waterproofing, etc., wDL1 = Other dead loads, wDL2 = Exterior wall load, Wwall (N/m) =

426.409.2.1

204-1

Load Factor for Dead Load, LFDL = Load Factor for Live Load, LFLL = Design inputs: Slab thickness, t = Unit weight of concrete gconc = Concrete strength, f'c = Steel yield strength, fy = m= fy/0.85*f'c =

Page 1 of 6

Llong

C

Long Direction

Edge Slab 2

cshort clong

Interior Slab

/or D short may or may not be zero) or may not be zero).

7.200

6.750 0.000 7.200 6.750 0.000 0.450 0.450 4.500 0.900 0.850 4,800 3,120 1,200 7,800 1.40 1.70 0.180 23,600 12,860,000 309,000,000 28.268

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date: 409.6.3.2

Minimum slab thickness:

Table 409-3 Yield Strength 280,000,000 309,000,000 415,000,000 N.A. 520,000,000

Minimum slab thickness Exterior Panels Interior Panels 0.205 0.188 0.209 0.191 0.225 0.205 0.000 0.000 0.241 0.218

Minimum thickness, exterior panel, tminext = Minimum thickness, interior panel, tminint = Minimum thickness, tmin = smaller of tminext or tminint = Capacity/Demand Ratio for Slab Thickness = t/tmin = Uniform load on slab: Dead Load: Slab weight, wDLslab = t*gconc = Floor finish, waterproofing, etc., wDL1 = Other dead loads, wDL2 = wDL = wDLslab+wDLothers = Live Load = Total load, wtotal = LFLL*wLL+LFDL*wDL =

413.7.1.1 413.7.1.2 413.7.1.3 413.7.1.4 413.7.1.5 413.7.1.5 413.7.1.6

Direct design method criteria: 1. There are a minimum of three continous spans in each direction. 2. Panels are rectangular, with ratio of longer to shorter span center-to-center support within panel not greater than 2. 3. Successive span lengths center-to-center supports in each direction do not differ by more one-third the longer span. 4. Offsets of columns are a minimum of 10% of the span in direction of offset from either ax between center lines of successive columns. 5. All loads shall be due to gravity loads only and distributed over the entire panel. 6. Live load shall not exceed two times the dead load. 7. The relative stiffness of beams in two perpendicular directions (af1*L22)/af2*L12) shall not be less than 0.2 nor greater than 5.0.

orter span center-to-center support within a

ts in each direction do not differ by more than

e span in direction of offset from either axis

istributed over the entire panel.

Page 2 of 6

0.209 0.191 0.191 0.94

4,248 3,120 1,200 8,568 4,800 20,155

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date: All units are in Newtons and meters unless otherwise indicated Moment analysis: Slab strips in long direction:

A

B

C

Column strip 1 Half middle strip

Half middle strip Column strip 2

Half middle strip

Short Direction

3

Slab strips in short direction:

A

C

B

1

Half middle strip

Column strip

Half middle strip

Half middle strip

3

Column strip

2

Short Direction

Half middle strip

Column strip

Half middle strip

Half middle strip

Column strip

3

Page 1 of 6

Dshort

C

0.5*Lshort

0.5*cshort

Lshort

0.50*Lshort+ 0.5*cshort+Dshort

C

Long Direction

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date: 413.7.2.2

Total factored static moment: Slab strips in long direction: 2 Slab strip 1: Mo1 = wtotal*(0.5*Lshort+0.5*cshort+Dshort)*Lnlong /8 = Slab strip 2: Mo2 = wtotal*Lshort*Lnlong2/8 = Slab strips in short direction: Slab strip A: MoA = wtotal*(0.5*Llong+0.5*clong*Dlong)*Lnshort2/8 = 2

Slab strip B: MoB = wtotal*Llong*Lnshort /8 = Wall load: In long direction: Mow1 = LFDL*Wwall*Lnlong2/8 = 413.7.3.3

In short direction: MowA = LFDL*Wwall*Lnshort2/8 = Calculation of longitudinal moments

Mo -M at exterior support +M at exterior span -M at first interior support -M at typical interior support +M at typical interior support 413.7.4.2

0.26*Mo 0.52*Mo 0.70*Mo 0.65*Mo 0.35*Mo

Frame 1 Mo1

Frame 2 Mo2

439,072

826,489

114,159 228,318 307,351 285,397 153,675

214,887 429,774 578,542 537,218 289,271

Percentage of exterior negative moment going to column strip: Frames 1 and 2:

Frames A and B: L2/L1 1.000

1.000

99.07% 75.00%

100.00% 99.07% 75.00%

0.500 bt = 0 100.00% 0.09 99.07% b t > 2.5 75.00%

Column strip %, exterior negative moment a1 a1*(L2/L1) C

L2/L1 Frames 1 & 2 Frames A & B

1.000 1.000

0.000 0.000

Torsional constant C: In long direction: cshort t In short direction: clong c

bt = 0 0.09 b t > 2.5

0.000 0.000

0.00065 0.00065

Clong = (1-0.63*t/cshort)*(t3*cshort/3) =

t

3

Cshort = (1-0.63*t/clong)*(t *clong/3) =

clong c

t

413.7.4.1

Percentage of interior negative moments going to column strip =

413.7.4.4

Percentage of positive moment going to column strip = Moments in column strip and middle strip slabs: Total moment Frame 1

Exterior span

Interior span Frame 2

Exterior span

Interior span Frame A

Exterior span

Interior span Frame B

Exterior span

Interior span

-Mext +M -Mint -M +M -Mext +M -Mint -M +M -Mext +M -Mint -M +M -Mext +M -Mint -M +M

114,159 228,318 307,351 285,397 153,675 214,887 429,774 578,542 537,218 289,271 114,159 228,318 307,351 285,397 153,675 214,887 429,774 578,542 537,218 289,271

% momnt to column strip slab 99.07% 60.00% 75.00% 75.00% 60.00% 99.07% 60.00% 75.00% 75.00% 60.00% 99.07% 60.00% 75.00% 75.00% 60.00% 99.07% 60.00% 75.00% 75.00% 60.00%

rt+Dshort)*Lnlong

2

/8 =

439,072.37 826,489.17

*Dlong)*Lnshort2/8 =

439,072.37 826,489.17 62,192.81 62,192.81

Frame A MoA

Frame B MoB

Wall 1 MoW1

Wall A MoWA

439,072

826,489

62,193

62,193

114,159 228,318 307,351 285,397 153,675

214,887 429,774 578,542 537,218 289,271

16,170 32,340 43,535 40,425 21,767

16,170 32,340 43,535 40,425 21,767

L2/L1 1.000

2.000

Frames A and B: 1.000

100.00% 100.00% 99.07% 99.07% 99.07% 75.00% 75.00% 75.00%

rior negative moment Is

bt

%

0.00350 0.00350

0.094 0.094

99.07% 99.07%

t/cshort)*(t3*cshort/3) = 3

*t/clong)*(t *clong/3) =

0.00065 0.00065

75.00% 60.00%

Moment in column strip slab wall 113,091 16,170 136,991 32,340 230,513 43,535 214,048 40,425 92,205 21,767 212,878 257,865 433,907 402,913 173,563 113,091 16,170 136,991 32,340 230,513 43,535 214,048 40,425 92,205 21,767 212,878 257,865 433,907 402,913 173,563

Moment Moment in column in middle strip slab strip slab 129,262 1,067 169,331 91,327 274,048 76,838 254,473 71,349 113,973 61,470 212,878 2,009 257,865 171,910 433,907 144,636 402,913 134,304 173,563 115,708 129,262 1,067 169,331 91,327 274,048 76,838 254,473 71,349 113,973 61,470 212,878 2,009 257,865 171,910 433,907 144,636 402,913 134,304 173,563 115,708

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date:

Shear analysis: Edge column B1:

B a

b

W 1

Z

Z c

Centroid of shear perimeter

d

W

Short direction

a3 = clong+t

a1 a2 a3 a4 a5

0.56*Llong a1 = 1.06*Llong

1.06*Llong = Dshort+0.5*cshort+0.44*Lshort = clong+t = Dshort+cshort+0.5*t = (Aac*0.5*a4+Abd*0.5*a4)/(Acd+Aac+Abd) = Aac = Abd = a4*t = Acd = a3*t = a6 = 0.5*a4-a5 =

411.13.2.1

= = = = =

Shear capacity f*Vc: bo = 2*a4+a3 = Vc1 = (1/6)*[1+2/(clong/cshort)]*sqrt(f'c/1,000,000)*bo*t*1,000,000 = Vc2 = (1/12)*(as*t/b0+2)*sqrt(f'c/1,000,000)*bo*t*1,000,000 = For edge column, as = 30 Vc3 = (1/3)*sqrt(f'c/1,000,000)*bo*t*1,000,000 = Vc = smallest of Vc1, Vc2 or Vc3 = C fv*Vc = fv*vc = fv*Vc/(bo*t) =

Direct shear due to slab and wall loads, Vudirect: Vuslab = wtotal*[(a1*a2-a3*a4] = Vuwall = LFDL*Wwall*(a1-a3) = Vudirect = Vuslab+Vuwall = Vudirect/(fv*Vc) = Direct shear stress due to slab and wall loads, vudirect: vudirecta = vudirectb = vudirectc = vudirectd = Vudirect/(bo*t) = Moment about axis Z-Z to be transferred to the column: 413.7.3.6

The gravity load moment to be transferred between slab and edge column shall be 0.3 MZZ = 0.30*MoB =

413.6.3.2

The fraction of the unbalanced moment given by g f *M u shall be considered to be tra gfZZ1 = 1/[1+(2/3)*sqrt(a4/a3)]

413.6.3.3

For edge columns with unbalanced moments about an axis parallel to the edge, g f = V u at an edge support does not exceed 0.75* f v *V c gfZZ = gfaZZ1 if Vudirect/(fv*Vc)>0.75; gfZZ = 100% if Vudirect/(fv*Vc) 1.0 Shear stress due to moment about axis Z-Z transferred by shear: Moment to be transferred by shear MZZv = (1-gfZZ)*Mzz = vuZZc = vuZZd = MZZv*a5/JZZ = vuZZa = vuzzb = -Mzzv*(a4-a5)/JZZ = JZZ = Jac+Jbd+Jcd = Jac = Jbd = Ixac+Iyac = Ixac = a4*t3/12 = Iyac = a43*t/12+(a4*t)*a62 = Jcd = (a3*t)*a52 =

Moment about axis W-W to be transferred to the column (from column line 1 wit Unbalanced moment from slab, MWWslab: Negative moment at first interior support M1 = 0.70*Mo1 = Negative moment at typical interior support M2 = 0.65*M01 = Negative moment at typical interior support, dead load only, M3 = (LFDL*w MWWslab = M1-M3 = Unbalanced moment from wall, MWWwall: Negative moment at first interior support M1 = 0.70*Mow1 = Negative moment at typical interior support M2 = 0.65*Mow1 = MWWwall = M1-M2 = MWW = MWWslab+MWWwall = 413.6.3.2

The fraction of the unbalanced moment given by g f *M u shall be considered to be tra gfaWW = 1/[1+(2/3)*sqrt(a3/a4)]

413.6.3.3

For edge columns with unbalanced moments about an axis transverse to the edge, inc 1.25 times the value but not more than 1.0 provided that V u at the support does not

Percentage of moment transferred by flexure, gfWW = gfaWW if Vudirect/Vc>0.40; gf = 1.25 Capacity/Demand Ratio for flexure, moment about axis W-W: Moment be transferred by flexure MWWb = gfWW*MWW =

Effective width for flexure = beff = shorter of cshort+3*t or cshort+1.5*t+Dshort cshort+3*t = cshort+1.5*t+Dshort = Moment capacity Mcap = beff*MCSlong = C/D Ratio = Mcap/MWWb = Slab adequate in bending if C/D > 1.0 Shear stress due to moment about axis W-W transferred by shear: Moment to be transferred by shear MWWv = (1-gfWW)*MWW = vuWWa = vuWWc = MWWv*0.5*a3/JWW = vuWWb = vuWWd = -vuWWa = Jww = Jcd+Jac+Jbd = Jcd = Ixcd+Iycd = 3 Ixcd = a3*t /12 = 3 Iycd = a3 *t/12 = 2 Jac = Jbd = a4*t*(0.5*a3) = Shear stresses: vua = vudirecta+vuZZa+vuWWa = vub = vudirectb+vuZZv+vuWWb = vuc = vudirectc+vuZZc+vuWWc = vud = vudirectd+vuZZd+vuWWd = Critical shear stress: vu = largest of absolute values of vua, vub, vuc or vud = Capacity/Demand Ratio for shear: C/D Ratio = fv*vc/vu = Slab adequate in shear if C/D ratio > 1.0

Page 6 of 6

000)*bo*t*1,000,000 = *bo*t*1,000,000 =

0.44*Lshort

0.5*cshort

a2 = 0.44*Lshort+0.5*cshort+Dshort

0.50*Llong

a4 = 0.5*t+cshort+Dshort

0.5*a4

Z

a5

a6

Dshort

Long direction

7.632 3.393 0.630 0.540 0.171 0.097 0.113 0.099

1.71 551,898.36 474,438.94 474,438.94 367,932.24 367,932.24 312,742.40 1,016,057.19

515,069.68 76,461.84 591,531.52 1.89 1,921,804.82

etween slab and edge column shall be 0.3*M o . 247,946.75

n by g f *M u shall be considered to be transferred by flexure 61.83%

about an axis parallel to the edge, g f = 1.0 provided that

% if Vudirect/(fv*Vc)0.40; gf = 1.25*gfaWW if Vudirect/Vc 1.0 Shear stress due to moment about axis Z-Z transferred by shear: Moment to be transferred by shear MZZv = (1-gfZZ)*Mzz = vuZZa = vuZZb = MZZv*0.5*a4/JZZ = vuZZc = vuZZd = -vuZZa = JZZ = Jac+Jbd+Jab+Jcd = Jac = Jbd = Ixac+Iyac = Ixac = a4*t3/12 = Iyac = a43*t/12 = Jab = Jcd = (a3*t)*(0.5*a4)2 =

413.6.3.2

Moment about axis W-W to be transferred to the column (from column line 2 with LL Negative slab moment at first interior support M1 = 0.70*Mo2 = Negative slab moment at typical interior support M2 = 0.65*Mo2 = Negative slab moment at typical interior support, dead load only M3 = (LFDL*wDL/wtotal MWW = M1-M3 = gfWW = 1/[1+(2/3)*sqrt(a3/a4)] Capacity/Demand Ratio for flexure, moment about axis W-W: Moment be transferred by flexure MWWb = gfWW*MWW = Effective width for flexure = beff = shorter of cshort+3*t or cshort+1.5*t+Dshort cshort+3*t = cshort+1.5*t+Dshort = Moment capacity Mcap = beff*MCSlong = Capacity/Demand Ratio = Mcap/MWWb = Slab adequate in bending if C/D > 1.0 Shear stress due to moment about axis W-W transferred by shear: Moment to be transferred by shear MWWv = (1-gfWW)*MWW = vuWWa = vuWWc = MWWv*0.5*a3/JWW = vuWWb = vuWWd = -vuWWa = JWW = Jac+Jbd+Jab+Jcd = Jac = Jbd = (a4*t)*(0.5*a3)2 = Jab = Jcd = Ixab+Iyab = Ixab = a3*t3/12 = 3 Iyab = a3 *t/12 = Shear stresses: vua = vudirecta+vuZZa+vuWWa =

vub = vudirectb+vuZZb+vuWWb = vuc = vudirectc+vuZZc+vuWWc = vud = vudirectd+vuZZd+vuWWd = Critical shear stress: vu = largest of absolute values of vua, vub, vuc or vud = Capacity/Demand Ratio for shear: C/D Ratio for shear = fv*vc/vu = Slab adequate in shear if C/D ratio > 1.0

Page 6 of 6

0.50*Lshort

a4 = cshort+t

a2 = 1.06*Lshort

0.56*Lshort

Long Direction

0.50*Llong

7.632 7.632 0.630 0.630

2.52 813,323.90 658,405.06 658,405.06 40 542,215.93 542,215.93 460,883.54 1,016,057.19 1,165,988.88 2.53

2,570,522.23

olumn (from column line B with LL on span 1-2 only):

dead load only, M3 = (LFDL*wDL/wtotal)*M2 =

578,542.42 537,217.96 319,720.81 338,751.81

g f *M u shall be considered to be transferred by flexure 60.00% 203,251.09 0.990 0.00 Not adequate 135,500.72 1,394,040.38 -1,394,040.38 0.03061800 0.00406 0.00031 0.00375 0.01125

column (from column line 2 with LL on span A-B only):

port, dead load only M3 = (LFDL*wDL/wtotal)*M2 =

+3*t or cshort+1.5*t+Dshort

578,542 537,218 319,721 258,822 60.00% 155,292.97 0.720 0.990 0.720 0.00 Not adequate

sferred by shear: 103,528.64 1,065,109.50 -1,065,109.50 0.03062 0.01125 0.00406 0.00031 0.00375 5,029,672.10

233805.4

2,899,453.10 5029672.1 2,241,591.35 5029672.1 111,372.35 5,029,672.10 0.20 Not adequate

0.56*L

0.50*Lshort

Critical section

0.56*Lshort

0.56*Llong-0.5*clong-dave

clong+dave

Critical Section 0.56*Llong

0.50*Lshort

cshort+dave 0.50*Llong

0.56*Lshort

Llong

SLAB DESIGN WORKSHEET Two-Way Post-Tensioned Flat Plate (slab without beams) Project: Designer: Date:

Corner column A1: A

Centroid of shear perimeter

Z

c

d

Z

0.5*a4

1

a7 a8

b a4 = 0.5*t+cshort +Dshort

a12 = Dshort+cshort+a9

W a

W a6

a5

0.5*a3 a3 = Dlong+clong+0.5*t

Two-way shear

Short direction

Dlong 0.5*clong

0.44*Llong

a1 = Dlong+0.5*clong+0.44*Llong

a1 = Dlong+0.5*clong+0.44*Llong = a2 = 0.44*Lshort+0.5*cshort+Dshort = a3 = Dlong+clong+0.5*t = a4 = 0.5*t+cshort+Dshort = a5 = a3*t*0.5*a3/(a3*t+a4*t) = a6 = 0.5*a3-a5 = a7 = a4*t*0.5*a4/(a3*t+a4*t) = a8 = 0.5*a4-a7 = a9 = Dlong+clong+1.414*t = a10 = Dshort+cshort+1.414*t = a11 = Dlong+clong+a10 = a12 = Dshort+cshort+a9 =

Two-way shear: 411.13.2.1

Shear capacity fv*Vc and maximum shear stress fv*vc: bo = a3+a4 = Vc1 = (1/6)*[1+2/(clong/cshort)]*sqrt(f'c/1,000,000)*bo*t*1,000,000 =

Vc2 = (1/12)*(as*t/b0+2)*sqrt(f'c/1,000,000)*bo*t*1,000,000 = For corner column as = 20: Vc3 = (1/3)*sqrt(f'c/1,000,000)*bo*t*1,000,000 = Vc = smallest of Vc1, Vc2 or Vc3 = Shear capacity, fv*Vc = Maximum shear stress, fv*vc = fv*Vc/(bo*t) = Direct shear due to slab and wall loads, Vudirect: Vuslab = wtotal*[(a1*a2-a3*a4] = Vuwall = LFDL*Wwall*(a1+a2-a3-a4) = Vudirect = Vuslab+Vuwall = Vudirect/(fv*Vc) = Direct shear stress due to slab and wall loads, vudirect: vudirectb = vudirectc = vudirectd = Vudirect/(bo*t) = Moment about axis Z-Z to be transferred to the column (from column line A): 413.7.3.6

The gravity load moment to be transferred between slab and edge column shall be 0.3 MZZ = 0.30*MoA =

413.6.3.2

The fraction of the unbalanced moment given by g f *M u shall be considered to be tra gfZZ = 1/[1+(2/3)*sqrt(a4/a3)]

413.6.3.2

Capacity/Demand Ratio for flexure, moment about axis Z-Z: Moment be transferred by flexure MZZf = gfZZ*Mzz = Effective width for flexure = beff = shorter of cshort+3*t or cshort+1.5*t+Dshort clong+3*t = clong+1.5*t+Dlong = Moment capacity Mcap = beff*MCSshort = Capacity/Demand Ratio = Mcap/MZZb = Slab adequate in bending if C/D > 1.0 Shear stress due to moment about axis Z-Z transferred by shear: Moment to be transferred by shear MZZv = (1-gfZZ)*Mzz = vuZZc = vuZZd = MZZv*a7/JZZ = vuZZb = -MZZv*(a4-a7)/JZZ = JZZ = Jbd+Jcd = Jbd = Ixbd+Iybd = Ixbd = a4*t3/12 = 3 2 Iybd = a4 *t/12+a4*t*a8 = 2 Jcd = (a3*t)*a7 = Moment about axis W-W to be transferred to the column (from column line 1):

413.7.3.6

The gravity load moment to be transferred between slab and edge column shall be 0.3 MWW = 0.30*Mo1 =

413.6.3.2

The fraction of the unbalanced moment given by g f *M u shall be considered to be tra gfWW = 1/[1+(2/3)*sqrt(a3/a4)] Capacity/Demand Ratio for flexure, moment about axis W-W: Moment be transferred by flexure MWWb = gfWW*MWW = Effective width for flexure = beff = shorter of cshort+3*t or cshort+1.5*t+Dshort cshort+3*t = cshort+1.5*t+Dshort = Moment capacity Mcap = beff*MCSlong = Capacity/Demand Ratio = Mcap/MWWb = Slab adequate in bending if C/D > 1.0

Shear stress due to moment about axis W-W transferred by shear: Moment to be transferred by shear MWWv = (1-gfWW)*MWW = vuWWb = vuWWd = MWWv*a5/JWW = vuWWc = -MWWv*(a3-a5)/JWW = JWW = Jbd+Jcd = Jbd = (a4*t)*a52 = Jcd = Ixcd+Iycd = 3 Ixcd = a3*t /12 = 3 2 Iycd = a3 *t/12+(a3*t)*a6 = Shear stresses: vub = vudirectb+vuZZb+vuWWb = vuc = vudirectc+vuZZc+vuWWc = vud = vudirectd+vuZZd+vuWWd = Design shear stress: vu = largest of absolute values of vub, vuc or vud = Capacity/Demand Ratio for two-way shear: C/D Ratio for two-way shear = fv*vc/vu = Slab adequate in shear if C/D ratio > 1.0

One-way shear: 411.4.1.1

Shear capacity: bo = sqrt(a112+a122) = fv*Vc = fv*0.17*sqrt(f'c)*bo*t = Direct shear due to slab and wall load: Vuslab = wtotal*(a1*a2-0.5*a11*a12) = Vuwall = LFDL*Wwall*(a1+a2-a11-a12) = Vu = Vuslab+Vuwall = Capacity/Demand Ratio for one-way shear: C/D Ratio for one-way shear = fv*Vc/Vu = Slab adequate in shear if C/D ratio > 1.0

Page 6 of 6

a11 = Dlong+clong+a10 a12 = Dshort+cshort+a9

Long Direction Dshort

a9 = Dlong+clong+1.414*t

000)*bo*t*1,000,000 =

a2 = 0.44*Lshort+0.5*cshort+Dshort

45o

0.44*Lshort

t

a10 = Dshort+cshort+1.414*t

0.5*cshort

One-way shear

3.393 3.393 0.540 0.540 0.135 0.135 0.135 0.135 0.705 0.705 1.155 1.155

1.08 348,567.39

*bo*t*1,000,000 =

309,837.68 309,837.68 232,378.26 232,378.26 197,521.52 1,016,057.19 226,158.46 62,309.52 288,467.98 1.46 1,483,888.76

the column (from column line A):

etween slab and edge column shall be 0.3*M o . 131,721.71

n by g f *M u shall be considered to be transferred by flexure 60.00% about axis Z-Z: cshort+3*t or cshort+1.5*t+Dshort

79,033.03 0.720 0.990 0.720 0.00 Not adequate

ransferred by shear: 52,688.68 1,153,329.06 -3,459,987.17 0.00617 0.00440 0.00026 0.00413 0.00177

o the column (from column line 1):

etween slab and edge column shall be 0.3*M o . 131,722

n by g f *M u shall be considered to be transferred by flexure 60.00% about axis W-W: cshort+3*t or cshort+1.5*t+Dshort

79,033.03 0.720 0.990 0.720 0.00 Not adequate

W transferred by shear: 52,688.68 1,153,329.06 -3,459,987.17 0.00617 0.00177 0.00440 0.00026 0.00413 -822,769.35 -822,769.35 3,790,546.88 3,790,546.88 0.27 Not adequate

1.633 152,292.07 218,603.11 34,920.29 253,523.40 0.601 Not adequate

-822769.3

0.50*Lshort

Critical section

0.56*Lshort

0.56*Llong-0.5*clong-dave

clong+dave Critical Section 0.56*Llong

0.50*Lshort

cshort+dave 0.50*Llong

0.56*Lshort

Llong

Llong