one way slab program

DESIGN OF ONE-WAY SLABS BY THE ACI MOMENT COEFFICIENT METHOD

NUMBER OF SPANS

2

Created by: GUILLERMO C. SUÑEGA, JR.

2014Powered by: MICROSOFT EXCEL 2010

INCORPORATING THE PROVISIONS OF THE NATIONAL

STRUCTURAL CODE OF THE PHILIPPINES VOLUME I - 2010

SELECT ONE-WAY SLAB

TO DESIGN >>>>>

DESIGN OF ONE-WAY SLABS BY THE ACI MOMENT COEFFICIENT METHOD

NUMBER OF SPANS

3 4 5

Created by: GUILLERMO C. SUÑEGA, JR.

2014Powered by: MICROSOFT EXCEL 2010

INCORPORATING THE PROVISIONS OF THE NATIONAL

STRUCTURAL CODE OF THE PHILIPPINES VOLUME I - 2010

Design of Five-Span One-way Slab By ACI Moment Coefficient Method

STEP 1 - Enter the spans in meter in the yellow cells provided for the 5-span one-way floor system layout given below:

≥ 8.00

1 m strip

≥ 8.00

≥ 8.00

3.00 3.60 3.00 3.40 4.00ü ü ü ü ü

FLOOR SYSTEM LAYOUT

STEP 2 - INPUT DATAEnter the data or select from drop down list where required in the yellow colored cells below:

Discontinuous End: Spandrel

Width of Supports, b = 0.35 m

Rebar Grade = 40 fy = 276 MPaMain Bar dia. = 12 mm 113.10

Temperature Bar dia. = 12 mm 113.10ength of concrete = f'c = 21 MPa 0.85

Dead Loads:Floor Finish = 0.70 kPa

Ceiling Loads = 0.40 kPa

Area Mbar = mm2

Area Tbar = mm2

β =

Movable partition = 0.60 kPaOthers = 0.13 kPa

Superimposed Dead Load >>>>>>> Total = 1.83 kPa

Live Load = 4.80 kPa

Check on limitations of ACI Coefficients:1. Adajcent spans' Long/short ratio <=1.2? YES2. Live load to dead load ratio <=3 ? YESLimits of ACI Coefficients are satisfied

STEP 3 - Click "VIEW OUTPUT" to see the design results.

NAVIGATION

BACK TO MAIN MENU

VIEW OUTPUT

CALCULATIONS

DETAILED COMPUTATION AND ANALYSIS NSCP Vol. I - 2010 Provisions5-SPAN ONE-WAY SLABMaximum Spans:

3.65 m {for end spans} Sec. 409.6.2 page 4-443.25 m {for interior spans} Table 409-1 page 4-45

1. Solve for min. slab thickness for end and interior spans Minimum thickness of non-

for end span: prestressed beams = 125 mm /one-way slabs

24 700for interior span:

= 95 mm28 700

125 mm

= 1.83 + 3.004.83 kPa.

2. Check for limitations of ACI Coefficient Method: Are all adajcent spans' Long/short ratio <=1.2? YES Sec. 408.4.3 page 4-38

4.80 kPa.Ratio = 0.99Live load to dead load ratio <=3 ? YES Sec. 408.4.3 page 4-38Design by ACI Coefficient3. Determine combined factored loads

l =

l =

Req'd h ≥ l 0.40 + fy

Req'd h ≥ l 0.40 + fy

min. Slab thickness, hs =WD = DL + weight of slab = DL + h(unit weight of concrete)

WD =

Live load = WL =WL/WD =

Considering 1 meter strip:4.83 kN/m4.80 kN/m

Sec. 409.3.1 page 4-4313.48 kN/m

4. Design Moment - Maximum negative momentDiscontinuous End: Spandrel and Sec. 408.4.3 Slab span/s > 3 meters page 4-38 to 4-39

1/103.35 m {ave. Of adjacent clear spans}

15.12 kN m

Sec. 407.8.1 page 4-31

d = 99 mm6. Required Reinforcement NSCP Vol. I - 2010 Provisions(For Top Bars)

X = 0.00621196

m = 15.4620.0042 OR Sec. 410.6.1 to 6.2 0.0051 page 4-50

Minimum ρ = 0.0051 Eqn. (410-3),(410-4) - minimum As

req'd ρ = 0.00650.0087 Sec. 410.6.3 page 4-50

Use ρ = 0.0065

= 170 mm450 mm or Sec. 407.7.5 page 4-30375 mm

USE Spacing = 170 mm

7. Required Temperature Bars:0.002 Sec. 407.13.2.1,

page 4-34450 mm450 mm or Sec. 407.13.2.2, 625 mm page 4-35

WD =WL = Live load =WU = factored loads = 1.2WD + 1.6WL

WU =

Mu = WU l2

l =

Mu =5. Solve for d: d = h - concrete cover - 0.5db

Solve for ρ:X = Mu

ϕbd2 fy

m= fy

0.85f'c

Minimum ρ = 0.25√f'c/fy =

= 1.4/fy = governs

req'd ρ = 1- √ 1-2mX

m

(4/3) (req'd ρ) =

Spacing of Bars: Req'd S = Ab/ρd =

Smax = Smax = 3h =

ρg =Req'd S =Ab/ρgh =

Smax = Smax = 5h =


moments at mid-spans using corresponding ACI Moment Coefficient then Steps 6 and 7 are also repeated for the required reinforcements, top bars for negative and bottom bars for positive moments, in each of those locations.

8. Step 4 is repeated to determine negative moments at other supports and positive

9. Results are tabulated as shown in WORKSHEET Output5

NAVIGATIONBACK TO TOP

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VIEW OUTPUT

Design of Four-Span One-way Slab By ACI Moment Coefficient MethodSTEP 1 - Enter the spans in meter in the yellow cells provided for the 4-span one-way floor system layout given below:

≥ 6.00

1 m strip

≥ 6.00

≥ 6.00

2.40 2.70 3.00 2.80ü ü ü ü

FLOOR SYSTEM LAYOUT

BACK TO MAIN MENU

DETAILED COMPUTATION AND ANALYSIS4-SPAN ONE-WAY SLABSolution: NSCP Vol. I - 2010 Provisions


1. Solve for slab thickness and total dead load Minimum thickness of non-

= 85 mm prestressed beams24 700 /one-way slabs

= 80 mm28 700

85 mm

= 3.10 + 2.0065.11 kPa.

2. Check for limitations of ACI Coefficient Method: Are all adajcent spans' Long/short ratio <=1.2? YES Sec. 408.4.3 page 4-38LL/DL = 0.71Live load to dead load ratio <=3 ? YES Sec. 408.4.3 page 4-38Design by ACI Coefficient3. Determine combined factored loadsConsidering 1 meter strip:

5.11 kN/m3.60 kN/m

Sec. 409.3.1 page 4-4311.89 kN/m

4. Design Moment - Maximum negative momentDiscontinuous End: Shear wall and Sec. 408.4.3 Slab span/s <= 3 meters page 4-38 to 4-39

1/122.60 m {ave. Of adjacent clear spans}6.70 kN m

Sec. 407.8.1 page 4-31 d = 60 mm6. Required Reinforcement(For Top Bars)

X = 0.0074884

m = 15.6110.0041 OR Sec. 410.6.1 to 6.2 0.0051 page 4-50

Minimum ρ = 0.0051 Eqn. (410-3),

l = l =

Req'd h ≥ l 0.40 + fy

Req'd h ≥ l 0.40 + fy


WD =

WD =WL = Live load =

WU = factored loads = 1.2WD + 1.6WL

WU =

Mu = WU l2

l = Mu =5. Solve for d: d = h - concrete cover - 0.5db

Solve for ρ:X = Mu

ϕbd2 fy

m= fy

0.85f'c


= 1.4/fy = governs

(410-4) - minimum As

req'd ρ = 0.00800.0106 Sec. 410.6.3 page 4-50

Use ρ = 0.0080







req'd ρ = 1- √ 1-2mX

m

(4/3) (req'd ρ) =


Smax = Smax = 3h =


Smax = Smax = 5h =




Discontinuous End: Shear wallWidth of Supports: b = 0.30 m

Rebar Grade = 40 fy = 276 MPaMain Bar dia. 10 mm 78.54

Temperature Bar dia. = 10 mm 78.54 f'c = 20.8 MPa 0.85

Floor Finish = 0.80 kPaCeiling Loads = 0.50 kPa


Superimposed Dead Loads: >>>>>>> Total = 3.10 kPa




NAVIGATION

Area bar = mm2

Area Tbar = mm2

β =

VIEW OUTPUT CALCULATIONS

NAVIGATIONNSCP Vol. I - 2010 Provisions BACK TO TOP

Sec. 409.6.2 page 4-44Table 409-1 page 4-45Minimum thickness of non-

Sec. 408.4.3 page 4-38

Sec. 408.4.3 page 4-38

Sec. 409.3.1 page 4-43

Sec. 407.8.1 page 4-31

BACK TO TOP

BACK TO MAIN MENU

VIEW OUTPUT


Sec. 410.6.3 page 4-50

Sec. 407.7.5 page 4-30

NAVIGATIONBACK TO TOP

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VIEW OUTPUT

Design of Three-Span One-way Slab By ACI Moment Coefficient MethodSTEP 1 - Enter the spans in meter in the yellow cells provided for the 3-span one-way floor system layout given below:

≥ 8.00

1 m strip

≥ 8.00

≥ 8.00

4.00 3.60 3.20ü ü ü

BACK TO MAIN MENU

DETAILED COMPUTATION AND ANALYSIS3-SPAN ONE-WAY SLABSolution: NSCP Vol. I - 2010 Provisions


1. Solve for slab thickness and total dead load Minimum thickness of non-

= 140 mm prestressed beams24 700 /one-way slabs

= 110 mm

l = l =

Req'd h ≥ l 0.40 + fy

Req'd h ≥ l 0.40 + fy

28 700140 mm

= 2.80 + 3.3046.10 kPa.

2. Check for limitations of ACI Coefficient Method: Are all adajcent spans' Long/short ratio <=1.2? YES Sec. 408.4.3 page 4-38LL/DL = 0.49Live load to dead load ratio <=3 ? YES Sec. 408.4.3 page 4-38Design by ACI Coefficient3. Determine combined factored loadsConsidering 1 meter strip:

6.10 kN/m3.00 kN/m

Sec. 409.3.1 page 4-43

12.12 kN/m4. Design Moment - Maximum negative moment

Discontinuous End: Unrestrained and Sec. 408.4.3

Slab span/s > 3 meters page 4-38 to 4-39

1/103.50 m {ave. Of adjacent clear spans}

14.85 kN m


X = 0.0036808

m = 19.3280.0033 OR Sec. 410.6.1 to 6.2 0.0041 page 4-50

Minimum ρ = 0.0041 Eqn. (410-3),


WD =



WU =

Mu = WU l2

l = Mu =5. Solve for d: d = h - concrete cover - 0.5db

Solve for ρ:X = Mu

ϕbd2 fy

m= fy

0.85f'c


= 1.4/fy = governs


req'd ρ = 0.00380.0051 Sec. 410.6.3 page 4-50

Use ρ = 0.0041







req'd ρ = 1- √ 1-2mX

m

(4/3) (req'd ρ) =


Smax = Smax = 3h =


Smax = Smax = 5h =




Discontinuous End: UnrestrainedWidth of Supports: b = 0.3 m

Rebar Grade = 50 fy = 345 MPaMain Bar dia. = 12 mm 113.10

Temperature Bar = 10 mm 78.54 f'c = 21 MPa 0.85

Floor Finish = 0.80 kPaCeiling Loads = 0.70 kPa






NAVIGATION

Area bar = mm2

Area Tbar = mm2

β =

VIEW OUTPUT CALCULATIONS

NAVIGATIONNSCP Vol. I - 2010 ProvisionsSec. 409.6.2 page 4-44Table 409-1 page 4-45Minimum thickness of non-

BACK TO TOP

BACK TO MAIN MENU

VIEW OUTPUT

Sec. 408.4.3 page 4-38

Sec. 408.4.3 page 4-38

Sec. 409.3.1 page 4-43

Sec. 407.8.1 page 4-31


Sec. 410.6.3 page 4-50

Sec. 407.7.5 page 4-30

Design of Two-Span One-way Slab By ACI Moment Coefficient MethodSTEP 1 - Enter the spans in meter in the yellow cells provided for the 2-span one-way floor system layout given below:

≥ 10.00

1 m strip

≥ 10.00

5.00 4.00

FLOOR SYSTEM LAYOUT

BACK TO MAIN MENU

DETAILED COMPUTATION AND ANALYSIS2-SPAN ONE-WAY SLAB

4.70 m {based on maximum clear span} NSCP Vol. I - 2010 Prov.1. Solve for minimum slab thickness and total dead load Sec. 409.6.2 page 4-44

= 175 mm Table 409-1 page 4-4524 700 Minimum thickness of

175 mm non-prestressed beams

l =

Req'd h ≥ l 0.40 + fy

USE Thickness of slab, hs =

/one-way slabs = 3.4 + 4.13

7.53 kPa.2. Check Limitations of ACI Coefficient Method : Are all adajcent spans' Long/short ratio <=1.2? NO Sec. 408.4.3 page 4-38LL/DL = 0.40Live load to dead load ratio < =3? YES Sec. 408.4.3 page 4-38 3. Determine combined factored loadsConsidering 1 meter strip:

7.53 kN/m3 kN/m

Sec. 409.3.1 page 4-4313.84 kN/m

4. Design Moment - Maximum negative momentDiscontinuous End: Spandrel and Sec. 408.4.3 Slab span/s > 3 meters page 4-38 to 4-39

1/9 4.20 m {ave. Of adjacent clear spans}

27.12 kN m


X = 0.003934

m = 19.3280.0033 OR Sec. 410.6.1 to 6.2 0.0041 page 4-50

Minimum ρ = 0.0041 Eqn. (410-3),


req'd ρ = 0.00410.0055 Sec. 410.6.3 page 4-50

Use ρ = 0.0041

WD = DL + weight of slab = DL + hs(unit weight of concrete)

WD =



WU =

Mu = WU l2

l = Mu =

5. Solve for d: d = h - 20 mm cover - 0.5db

Solve for ρ:X = Mu

ϕbd2 fy

m= fy

0.85f'c


= 1.4/fy = governs

req'd ρ = 1- √ (1-2mX)

m

(4/3) (req'd ρ) =




7. Required Temperature Bars:0.002 for fy = 345 MPa. Sec. 407.13.2.1,




Smax = Smax = 3h =


Smax = Smax = 5h =




Discontinuous End: SpandrelWidth of Supports:

b = 0.3 m

Rebar Grade = 50 fy = 345 MPa

Main Bar dia. = 12 mm 113.10

Temperature bar dia = 10 mm 78.54 f'c = 21 MPa 0.850

Floor /Finish = 0.40 kPaCeiling Loads = 1.00 kPa




Check on limitations of ACI Coefficients:1. Adajcent spans' Long/short ratio <=1.2? NO2. Live load to dead load ratio <=3 ? YESLimits of ACI Coefficients are not met, change input values relevant to limitation with NO indicated next to it


NAVIGATION

Area bar = mm2

Area Tbar = mm2

β =

BACK TO MAIN MENU VIEW OUTPUT CALCULATIONS

NAVIGATION

NSCP Vol. I - 2010 Prov.Sec. 409.6.2 page 4-44Table 409-1 page 4-45Minimum thickness of non-prestressed beams

BACK TO TOP

BACK TO MAIN MENU

VIEW OUTPUT

Sec. 408.4.3 page 4-38

Sec. 408.4.3 page 4-38

Sec. 409.3.1 page 4-43

page 4-38 to 4-39

Sec. 407.8.1 page 4-31

Sec. 410.6.1 to 6.2


Sec. 410.6.3 page 4-50

Sec. 407.7.5 page 4-30

Sec. 407.13.2.1,

Sec. 407.13.2.2,

############

###############

Limits of ACI Coefficients are not met, change input values relevant to limitation with NO indicated next to it

DESIGN RESULTS OF 5-SPAN ONE-WAY SLAB USING ACI MOMENT COEFFICIENTSDESIGN DATA f'c = 21 MPa Dead Load 4.83 kPa fy = 276 MPa Live Load 4.80 kPa

Main bar 12 mm thickness = 125 mmTemp. bar 12 mm d = 99 mm

TABULATION OF DESIGN RESULTS

A AB B BC C CD D DEClear Span (m) 2.65 3.25 2.65 3.05Wu (kN/m) 13.48 13.48 13.48 13.48Coeff. 1/24 1/14 1/10 1/16 1/11 1/16 1/11 1/16

3.94 6.76 11.73 8.90 10.66 5.91 9.95 7.84X 0.0016 0.0028 0.0048 0.0037 0.0044 0.0024 0.0041 0.0032

0.0016 0.0028 0.0050 0.0038 0.0045 0.0025 0.0042 0.00330.0022 0.0038 0.0051 0.0050 0.0051 0.0033 0.0051 0.0044

Spcg.(mm) 520 300 220 220 220 340 220 250Use Spcg. 375 300 220 220 220 340 220 250

450 450 450 450 450 450 450 450

SKETCH OF DESIGN DETAILS

12450 mm

12 12 12 12375 mm 220 mm 220 mm 220

12 12 12300 mm 220 mm 340 mm

3.00 m 3.60 m 3.00 m

Support/Span

Mu (kN)

Req'd ρUse ρ

Spcg. Temp. Bars

mm ø temp. bars @

mmø @ mmø @ mmø @

mmø @ mmø @ mmø @A B C D

NAVIGATION

E EF F3.65

13.48 1/10 1/14 1/2415.12 12.82 7.48

0.0062 0.0053 0.00310.0065 0.0055 0.00310.0065 0.0055 0.0042

170 200 270170 200 270

450 450 450

12 12mm 170 mm 270 mm

125 mm

12 12250 mm 200 mm

3.40 m 4.00 m

5-SPAN

CALCULATIONS

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mmø @ mmø @E F

DESIGN RESULTS OF 4-SPAN ONE-WAY SLAB USING ACI MOMENT COEFFICIENTSDESIGN DATA f'c = 20.8 MPa Dead Load 5.11 kPa fy = 276 MPa Live Load 3.60 kPa

Main Bar 10 mm thickness = 85 mmTemp. Bar 10 mm d = 60 mm

TABULATION

A AB B BC C CD D DE EClear Span (m) 2.10 2.40 2.70 2.50Wu (kN/m) 11.89 11.89 11.89 11.89Coeff. 1/12 1/14 1/12 1/16 1/12 1/16 1/12 1/14 1/12

4.37 3.74 5.01 4.28 6.44 5.42 6.70 5.31 6.19X 0.0049 0.0042 0.0056 0.0048 0.0072 0.0061 0.0075 0.0059 0.0069

0.0051 0.0043 0.0059 0.0050 0.0077 0.0064 0.0080 0.0062 0.00730.0051 0.0051 0.0059 0.0051 0.0077 0.0064 0.0080 0.0062 0.0073

Spcg.(mm) 250 250 220 250 170 200 160 200 170Use Spcg. 250 250 220 250 170 200 160 200 170

425 425 425 425 425 425 425 425 425


10 425 mm

10 10 10 10250 mm 220 mm 170 mm 160 mm

10 10 10 10250 mm 250 mm 200 mm 200

0.30 0.30 0.30 0.302.10 m 2.40 m 2.70 m

Support/Span

Mu (kN)

Req'd ρUse ρ

Spcg. Temp. Bars

mm ø temp. bars @

mmø @ mmø @ mmø @ mmø @

mmø @ mmø @ mmø @A B C D

NAVIGATION

10170 mm

85mm

mm0.30

2.50

4-SPAN

CALCULATIONS

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mmø @

mmø @E



TABULATION

A AB B BC C CD DClear Span (m) 3.70 3.30 2.90Wu (kN/m) 12.12 12.12 12.12Coeff. 0 1/11 1/10 1/16 1/10 1/11 0

0.00 15.09 14.85 8.25 11.65 9.27 0.00X 0.0000 0.0037 0.0037 0.0020 0.0029 0.0023 0.0000

0.0000 0.0039 0.0038 0.0021 0.0030 0.0024 0.00000.0041 0.0041 0.0041 0.0028 0.0040 0.0031 0.0041

Spcg.(mm) 240 240 240 350 250 310 240Use Spcg. 240 240 240 350 250 310 240

280 280 280 280 280 280 280


10 280 mm

12 12 12 12240 mm 240 mm 250 mm 240

12 12 12240 mm 350 mm 310 mm

0.3 0.3 0.33.70 m 3.30 m 2.90 m

Support/Span

Mu (kN)

Req'd ρUse ρ

Spcg. Temp. Bars

mm ø temp. bars @


mmø @ mmø @ mmø @A B C

NAVIGATION

mm

140mm

0.30

3-SPAN

CALCULATIONS

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mmø @

D



TABULATION OF RESULTS:

A AB B BC CClear span(m) 4.7 3.7Wu (kN/m) 13.84 13.84M Coeff. 1/24 1/14 1/9 1/14 1/24

12.73 21.83 27.12 13.53 7.89X 0.0018 0.0032 0.0039 0.0020 0.0011

0.0019 0.0033 0.0041 0.0020 0.00120.0025 0.0041 0.0041 0.0027 0.0015

Spcg.(mm) 300 180 180 280 490Use Spcg. 300 180 180 280 450

220 220 220 220 220


Temp. Bars :10 220

12 12 12300 mm 180 mm 450 mm

h =175mm

12 12A 180 mm B 280 mm C

0.30 4.70 0.30 3.70 0.30

Support/Span

Mu (kN)

Req'd ρUse ρ

Spcg. Temp. bars

mmø @mmø @ mmø @ mmø @

mmø @ mmø @

NAVIGATION2-SPAN

CALCULATIONS

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one way slab program

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