One Way Slab Program
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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 =
USE Spacing = 450 mm
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
BACK TO MAIN MENU
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
2.50 m {for end spans} Sec. 409.6.2 page 4-442.70 m {for interior spans} Table 409-1 page 4-45
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
min. Slab thickness, hs =WD = DL + weight of slab = DL + h(unit weight of concrete)
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
Minimum ρ = 0.25√f'c/fy =
= 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
= 160 mm450 mm or Sec. 407.7.5 page 4-30255 mm
USE Spacing = 160 mm
7. Required Temperature Bars:0.002 Sec. 407.13.2.1,
page 4-34460 mm450 mm or Sec. 407.13.2.2, 425 mm page 4-35
USE Spacing = 425 mm
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.
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 =
8. Step 4 is repeated to determine negative moments at other supports and positive
9. Results are tabulated as shown in WORKSHEET Output4
STEP 2 - INPUT DATAEnter the data or select from drop down list where required in the yellow colored cells below:
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
Movable partition = 0.80 kPaOthers = 1.00 kPa
Superimposed Dead Loads: >>>>>>> Total = 3.10 kPa
Live Load = 3.60 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
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
(410-4) - minimum As
Sec. 410.6.3 page 4-50
Sec. 407.7.5 page 4-30
NAVIGATIONBACK TO TOP
BACK TO MAIN MENU
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
3.70 m {for end spans} Sec. 409.6.2 page 4-443.30 m {for interior spans} Table 409-1 page 4-45
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
Sec. 407.8.1 page 4-31 d = 114 mm6. Required Reinforcement(For Top Bars)
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),
min. Slab thickness, hs =WD = DL + weight of slab = DL + h(unit weight of concrete)
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
Minimum ρ = 0.25√f'c/fy =
= 1.4/fy = governs
(410-4) - minimum As
req'd ρ = 0.00380.0051 Sec. 410.6.3 page 4-50
Use ρ = 0.0041
= 240 mm450 mm or Sec. 407.7.5 page 4-30420 mm
USE Spacing = 240 mm
7. Required Temperature Bars:0.002 Sec. 407.13.2.1,
page 4-34280 mm450 mm or Sec. 407.13.2.2, 700 mm page 4-35
USE Spacing = 280 mm
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.
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 =
8. Step 4 is repeated to determine negative moments at other supports and positive
9. Results are tabulated as shown in WORKSHEET Output3
STEP 2 - INPUT DATAEnter the data or select from drop down list where required in the yellow colored cells below:
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
Movable partition = 0.80 kPaOthers = 0.50 kPa
Superimposed Dead Loads: >>>>>>> Total = 2.80 kPa
Live Load = 3.00 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
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
(410-4) - minimum As
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
Sec. 407.8.1 page 4-31 d = 149 mm6. Required Reinforcement(For Top Bars)
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),
(410-4) - minimum As
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 =
WD =WL = Live load =
WU = factored loads = 1.2WD + 1.6WL
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
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 =
= 180 mm450 mm or Sec. 407.7.5 page 4-30525 mm
USE Spacing = 180 mm
7. Required Temperature Bars:0.002 for fy = 345 MPa. Sec. 407.13.2.1,
page 4-34220 mm450 mm or Sec. 407.13.2.2, 875 mm page 4-35
USE Spacing = 220 mm
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.
Smax = Smax = 3h =
ρg =Req'd S =Ab/ρgh =
Smax = Smax = 5h =
8. Step 4 is repeated to determine negative moments at other supports and positive
9. Results are tabulated as shown in WORKSHEET Output2
STEP 2 - INPUT DATAEnter the data or select from drop down list where required in the yellow colored cells below:
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
Movable partition = 1.00 kPaOthers = 1.00 kPa
Superimposed Dead Loads: >>>>>>> Total = 3.4 kPa
Live Load = 3.00 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
STEP 3 - Click "VIEW OUTPUT" to see the design results.
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
(410-4) - minimum As
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
BACK TO MAIN MENU
mmø @ mmø @ mmø @
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
SKETCH OF DESIGN DETAILS
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
BACK TO MAIN MENU
mmø @
mmø @E
DESIGN RESULTS OF 3-SPAN ONE-WAY SLAB USING ACI MOMENT COEFFICIENTSDESIGN DATA f'c = 21 MPa Dead Load 6.10 kPa fy = 345 MPa Live Load 3.00 kPa
Main Bar 12 mm thickness = 140 mmTemp. Bar 10 mm d = 114 mm
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
SKETCH OF DESIGN DETAILS
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 @
mmø @ mmø @ mmø @A B C
NAVIGATION
mm
140mm
0.30
3-SPAN
CALCULATIONS
BACK TO MAIN MENU
mmø @
D
DESIGN RESULTS OF 2-SPAN ONE-WAY SLAB USING ACI MOMENT COEFFICIENTSDESIGN DATA f'c = 21 MPa Dead Load 7.53 kPa fy = 345 MPa Live Load 3.00 kPa
Main Bar 12 mm thickness = 175 mmTemp. Bar 10 mm d = 149 mm
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
SKETCH OF DESIGN DETAILS
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
BACK TO MAIN MENU
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