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7/29/2019 Structural Computations - SHAP (Version 2)
1/88
Design of Two-Way Slab (S1)
1.0 Design Criteria
This calculation is for the design of the slab S1 of the proposed two-storey residential unit
Specifications
Design References
National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical
Structures Fifth Edition 2001
Design Aids
Microsoft Excel
Design Loads
Dead Loads
Reinforced Concrete Unit Weight = 24 kN/m3
Ceilings = 0.25 Kpa
Floor Finishes = 0.50 Kpa
Movable Partitions = 1.00 Kpa
Super-Imposed Dead Load (Total) = 1.75 Kpa
Live Loads
Second Floor = 2.0 Kpa
Materials Property
Concrete
Concrete Compressive Strength f'c = 20.7 Mpa
Steel
Rebar Diameter db = 12 mm
Reinforcing bar Yield strength fy = 275 Mpa Grade 40
Concrete Cover = 20 mm
2.0 Computation of Slab Thickness
Moment Coefficients for Two Way Slab
Slab Thickness
Consider Panel F as Critical Panel
Short Span S = mLong Span L = m
Min t = [2 * (S + L)] / 180 Min t = 0.106222 mm
Min t must not be less than 90 mm
125 mm
3.0 Load Computations (consider 1 m strip)
Weight of slab = tS * Unit Wt. Concrete * 1.4 WS = 3.42 kN/m2
Thickness of slab tS = 0.125 m
2.1
1.1
1.1.1
1.1.2
1.2
1.2.1
1.2.2
1.3
1.3.1
1.3.2
1.3.3
2.2
4.565.00
try t =
3.1
1
7/29/2019 Structural Computations - SHAP (Version 2)
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7/29/2019 Structural Computations - SHAP (Version 2)
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Computation ofrREQ
rMIN = 1.4 / fy rMIN = 0.005091
rREQ = w * f'c / fy rREQ = 0.00778 SAFE
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.027969
t = 125mm is safe for Flexure
Check for Shear
Design Constants
Total Weight W = kN/m2
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor f = (for shear)
Width b = mm
Height h = mm
Effective depth dS = mm
dL = mm
Consider Short SpanComputation of VS
Vs = W * S / 3 * 1 m Vs = 14.0904 kN
Computation of Actual V
Actual VC = VS / (.85 * b * d) Actual VC = 0.167444 Mpa
Allowable VC
Allow VC = .17 * f'c Allow VC = 0.773453
Actual V is less than allowable V,
t = 125 mm is safe for shear
Consider Long Span
Computation of VS
Vs = W * S / 3 * [(3 - m2) / 2] * 1m Vs = 15.2758 kN
Computation of Actual V
Actual VC = VS / (.85 * b * d) Actual VC = 0.206569 Mpa
Allowable VC
Allow VC = .17 * f'c Allow VC = 0.773453
Actual V is less than allowable V,
t = 125 mm is safe for shear
Prepared By:
4.3.2
4.4.3
4.4
9.270
20.7
275
0.85
1000
125
99.0
87.0
4.4.1
4.4.2
4.4.1
4.4.2
4.4.3
Engr. Jose J. Oriola, Jr.
Civil Engineer - Lic. No.
3
7/29/2019 Structural Computations - SHAP (Version 2)
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5.0 Computation for Spacing
Design Constants :
Total Load 9.27 kN/m2
Conc. Comp. Strength f'c 20.7 Mpa
Rebar Yield Strength, fy 275 Mpa
Reduction FactorF 0.90 for flexure
Reduction Factorb1 0.85
One-meter strip, b 1000 mm
Slab Thickness, tS 125 mm
Using 12mm dia. Bar, AS 113.10 mm2
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.0300929
0.02796919 0.005090909 504
PANEL A
Short Span 0.057 10.9871303 0.0624758 0.004702725 0.00509 0.02796919 0.005090909 504 225 0
225 0
0
dS
4.8189168 0.0348925
0.02796919 0.005258621 457.500047 225 0Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509
0.02796919 0.005090909 504 225S = 4.56 0.028 5.397186816
= 99 0.043 8.288536896 0.0466792 0.003513669 0.00509
0.002265176 0.00509
PANEL B
Short Span 0.048 9.252320256 0.0522848 0.00393562
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.037 7.131996864 0.0521845 0.003928068 0.00509
0.002626453 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.025
0.002927852 0.00509 0.02796919 0.005090909 504
0.005090909 442.9090909 225
S = 4.56 0.024 4.626160128 0.0257265 0.0019365 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
0.005090909 504 225 0
0.0292097 0.002198694
0
S = 4.56 0.021 4.047890112 225 00.00509 0.02796919 0.005090909 442.9090909
dS = 99 0.036 6.939240192 225 0
Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509 0.02796919
0.0388966
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.031 5.975456832 0.043492 0.003273761
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
PANEL C
Short Span 0.048 9.252320256 0.0522848 0.00393562 0.00509 0.02796919 0.005090909 504 225 0
0
dS = 99 0.036 6.939240192 0.0388966 0.002927852 0.00509
0.0019365 0.00509 0.02796919 0.005090909 504 225S = 4.56 0.024 4.626160128 0.0257265
0.02796919 0.005090909 504
4.047890112 0.0292097
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509225 0
PANEL D
Short Span 0.057 10.9871303 0.0624758 0.004702725
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 5.975456832 0.043492 0.003273761 0.00509
0.002198694 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.021
0.003513669 0.00509 0.02796919 0.005090909 504
0.005258621 457.500047 225
S = 4.56 0.028 5.397186816 0.0300929 0.002265176 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
0.005090909 504 225 0
0.0348925 0.002626453
0
S = 4.56 0.025 4.8189168 225 00.00509 0.02796919 0.005090909 442.9090909
dS = 99 0.043 8.288536896 225 0
Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509 0.02796919
0.0466792
PANEL E
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
504 225 0
dL = 87 0.037 7.131996864 0.0521845 0.003928068
0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509
0.001979884 0.00509 0.02796919 0.005090909 504 225S = 4.61 0.024 4.728167208 0.0263028
0.02796919 0.005090909 504
4.137146307 0.0298655
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509
225 0
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509
0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
PANEL F
Short Span 0.040 7.88027868 0.0443164 0.003335819
0.002484845 0.00509 0.02796919 0.005090909 5040.005090909 442.9090909 225
S = 4.61
0.00509 0.02796919 0.005090909 504 225 0
0
S = 4.61
dS = 99 0.030 5.91020901 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919
0.0330112
PANEL G
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
504 225 0
dL = 87 0.025 4.925174175 0.0356788 0.002685639
dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509
S = 4.61
0.02796919 0.005090909 504
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509
225 0
PANEL H
Short Span 0.048 9.456334416 0.0534765 0.004025321
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509
S = 4.61
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
0.005090909 504 225 0
0.00509 0.02796919 0.005090909 442.9090909
dS = 99 0.036 7.092250812 225 0
Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919
0.0397754 0.002994 0.00509 0.02796919 0.005090909 504
0.005090909 442.9090909 225
dL = 87 0.031 6.107215977 0.0444775 0.003347946
0.0298655 0.00224806
0
S = 4.61 0.021 4.137146307 225 0
0.00509 0.02796919 0.005090909 442.9090909 225 0
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.001979884
0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.005090909dS = 99 0.036 7.092250812 0.0397754 0.002994
PANEL I
Short Span 0.048 9.456334416 225 0
S = 4.61 0.024 4.728167208
504
0.00509 0.02796919 0.005090909 504 2250.0263028
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
504
0
0.00509 0.02796919 225 0
S = 4.61 0.021 4.137146307 0.0298655 0.00224806 0.00509 0.02796919
0.02796919 0.005090909 504
0.005090909 442.9090909
Long Span 0.041 8.077285647 0.0593604 0.004468221
225 0
225 0
PANEL J
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509
0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909dL = 87 0.031 6.107215977
dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509
S = 4.61
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509
0.02796919 0.005090909 504 225 0
PANEL K
Short Span 0.040 7.88027868 0.0443164 0.003335819
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509
S = 4.61
S = 4.61
0.00509 0.02796919 0.005090909 504 225 0
dS = 99 0.030 5.91020901 225 0
Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919
0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504
0.005090909 442.9090909 225 0
S = 4.61
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
504 225 0
PANEL L
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.02796919 0.005090909 504 225 0
S = 4.61 0.024 4.728167208 0.0263028 0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509
0.001979884 0.00509 0.02796919 0.005090909 504 225
= 4.61 0.021 4.137146307 0.0298655
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509
PANEL M
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509
0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S
504 225 0
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919 0.005090909 504 225 0
4.137146307 0.0298655 0.00224806 0.00509 0.02796919
0.005090909 504 225 0
Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509 0.02796919
PANEL N
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909
0.005090909 442.9090909 225 0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.61 0.021
504 225 0
S = 4.61
0.005090909 504 225 0
Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509 0.02796919
dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.61
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
PANEL O
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909 504 225 0
S = 4.61
0.005090909 504 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509 0.02796919
PANEL P
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.61
504 225 0
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919 0.005090909 504 225 0
4.137146307 0.0298655 0.00224806 0.00509 0.02796919
0.005090909 504 225 0
Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509 0.02796919
PANEL Q
Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909
0.005090909 442.9090909 225 0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.61 0.021
504 225 0
S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919 0.005090909 504 225 0
0.005090909 504 225 0
Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509 0.02796919
0.005090909 442.9090909 225 0
dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.45 0.021 3.854952675 0.0277938 0.002092118 0.00509 0.02796919
7/29/2019 Structural Computations - SHAP (Version 2)
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
PANEL R
Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909 504 225 0
S = 4.45
0.005090909 504 225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509 0.02796919
PANEL S
Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909
dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.45
504 225 0
S = 4.45
0.005090909 504 225 0
Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509 0.02796919
PANEL T
Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909
dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.45
504 225 0
S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919 0.005090909 504 225 0
3.854952675 0.0277938 0.002092118 0.00509 0.02796919
0.005090909 504 225 0
Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509 0.02796919
0.005090909 442.9090909 225 0
dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.45 0.021
7/29/2019 Structural Computations - SHAP (Version 2)
11/88
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
S = 4.65 0.021 4.209252075 0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225 0
dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509 0.02796919 0.005090909 442.9090909 225 0
dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509 0.02796919 0.005090909 504 225 0
Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919 0.005090909 442.9090909 225 0
PANEL W
Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909 504 225 0
S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919 0.005090909 504 225 0
PANEL U
Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909 504 225 0
S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919 0.005090909 504 225 0
dS = 99 0.043 8.618944725 0.0485965 0.00365799 0.00509 0.02796919 0.005090909 504 225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919 0.005478075 476.5925113 225 0
S = 4.65 0.025 5.011014375 0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225 0
dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509 0.02796919 0.005090909 442.9090909 225 0
PANEL V
Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909 504 225 0
S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919 0.005090909 504 225 0
dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509 0.02796919 0.005090909 504 225 0
Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.65 0.021 4.209252075 0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225 0
dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509 0.02796919 0.005090909 442.9090909 225 0
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
5.011014375 0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225 0
dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509 0.02796919 0.005090909 442.9090909 225 0
S = 4.65 0.025
Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919 0.005478075 476.5925113 225 0
dS = 99 0.043 8.618944725 0.0485965
0
S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919 0.005090909 504 225 0
0.00365799 0.00509 0.02796919 0.005090909 504 225 0
PANEL X
Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909 504 225
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Dead Load
= SDL * 1.4 SDL = 2.450 kN/m2
Live Load
= LL * 1.7 LL = 3.400 kN/m2
Total Loads WT = 9.270 kN/m2
WT = S of Loads
4.0 Analysis
Maximum Moment Computation
MU = CMAX * WT * SMAX2
* 1 m MU = 16.454 kN-m
Check t considering flexure
Design Constants
Ultimate Moment MU = kN-m
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor f = (for flexure)
b1 =
Width b = mmThickness t = mm
Effective depth d = mm
d = mm use
Computation of w w = 0.126065
MU = fbd2f'cw(1-0.59w)
w - 0.59w2 = 0.116688
w = 1.568851
w = 0.126065
4.3.1
275
0.90
0.85
1000125
99.0
87.0
20.7
3.2
SDL
3.3
LL
3.2
4.1
4.3
16.45425
2
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Computation ofrREQ
rMIN = 1.4 / fy rMIN = 0.005091
rREQ = w * f'c / fy rREQ = 0.009489 SAFE
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.027969
t = 125mm is safe for Flexure
Check for Shear
Design Constants
Total Weight W = kN/m2
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor f = (for shear)
Width b = mm
Height h = mm
Effective depth dS = mm
dL = mm
Consider Short SpanComputation of VS
Vs = W * S / 3 * 1 m Vs = 15.45 kN
Computation of Actual V
Actual VC = VS / (.85 * b * d) Actual VC = 0.183601 Mpa
Allowable VC
Allow VC = .17 * f'c Allow VC = 0.773453
Actual V is less than allowable V,
t = 125 mm is safe for shear
Consider Long Span
Computation of VS
Vs = W * S / 3 * [(3 - m2) / 2] * 1m Vs = 19.13034 kN
Computation of Actual V
Actual VC = VS / (.85 * b * d) Actual VC = 0.258693 Mpa
Allowable VC
Allow VC = .17 * f'c Allow VC = 0.773453
Actual V is less than allowable V,
t = 125 mm is safe for shear
Prepared By:
4.4.1
4.4.2
4.4.3
Engr. Jose J. Oriola, Jr.
Civil Engineer - Lic. No.
4.4.3
4.4
9.270
20.7
275
0.85
1000
125
99.0
87.0
4.4.1
4.4.2
4.3.2
3
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5.0 Computation for Spacing
Design Constants :
Total Load 9.27 kN/m2
Conc. Comp. Strength f'c 20.7 Mpa
Rebar Yield Strength, fy 275 Mpa
Reduction FactorF 0.90 for flexure
Reduction Factorb1 0.85
One-meter strip, b 1000 mm
Slab Thickness, tS 125 mm
Using 12mm dia. Bar, AS 113.10 mm2
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 5.975456832 0.043492 0.003273761
0.0292097 0.002198694 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.56 0.021 4.047890112
225 0
Long Span 0.041 7.903023552 0.0580326 0.004368276 0.00509 0.02796919
0.0388966 0.002927852 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 6.939240192
S = 4.56 0.024 4.626160128 0.0257265 0.0019365 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL B
Short Span 0.048 9.252320256 0.0522848 0.00393562
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.037 7.131996864 0.0521845 0.003928068 0.00509
0.002626453 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.025
4.56 0.028 5.397186816 0.0300929
4.8189168 0.0348925
0.02796919 0.005258621 457.500047 225 0Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509
0.02796919 0.005090909 504 225 0
PANEL A
Short Span 0.057 10.9871303 0.0624758 0.004702725 0.00509 0.02796919 0.005090909
0
dS = 99 0.043 8.288536896 0.0466792 0.003513669 0.00509
0.002265176 0.00509 0.02796919 0.005090909 504 225
504 225 0
S =
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509
0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509
0.02796919 0.005090909 504 225 0
0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509
0.001979884 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.61 0.024 4.728167208 0.0263028
PANEL E
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.037 7.131996864 0.0521845 0.003928068
0.0348925 0.002626453 0.00509 0.02796919 0.005090909 442.9090909
0.005258621 457.500047 225 0
S = 4.56 0.025 4.8189168
225 0
Long Span 0.049 9.445076928 0.0698609 0.005258621 0.00509 0.02796919
0.0466792 0.003513669 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.043 8.288536896
S = 4.56 0.028 5.397186816 0.0300929 0.002265176 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL D
Short Span 0.057 10.9871303 0.0624758 0.004702725
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 5.975456832 0.043492 0.003273761 0.00509
0.002198694 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.56 0.021 4.047890112 0.0292097
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.903023552 0.0580326 0.004368276 0.005090.02796919 0.005090909 504 225 0
0
dS = 99 0.036 6.939240192 0.0388966 0.002927852 0.00509
0.0019365 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.56 0.024 4.626160128 0.0257265
PANEL C
Short Span 0.048 9.252320256 0.0522848 0.00393562 0.00509 0.02796919 0.005090909
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 6.107215977 0.0444775 0.003347946
0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.61 0.021 4.137146307
225 0
Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919
0.0397754 0.002994 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 7.092250812
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL H
Short Span 0.048 9.456334416 0.0534765 0.004025321
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509
S = 4.61
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509
0.02796919 0.005090909 504 225 0dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509
504 225 0
S = 4.61
PANEL G
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639
0.005090909 442.9090909 225 0
S = 4.61
225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919
0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901
S = 4.61
0.00509 0.02796919 0.005090909 504 225 0
PANEL F
Short Span 0.040 7.88027868 0.0443164 0.003335819
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509
S = 4.61
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509
0.02796919 0.005090909 504 225 0dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509
504 225 0
S = 4.61
PANEL K
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639
0.005090909 442.9090909 225 0
S = 4.61
225 0
Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919
0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901
S = 4.61
0.00509 0.02796919 0.005090909 504 225 0
PANEL J
Short Span 0.040 7.88027868 0.0443164 0.003335819
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509
0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.005090.02796919 0.005090909 504 225 0
0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509
0.001979884 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.61 0.024 4.728167208 0.0263028
PANEL I
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639
0.005090909 442.9090909 225 0
S = 4.61
225 0
Long Span 0.033 6.501229911 0.047432 0.003570334 0.00509 0.02796919
0.0330112 0.002484845 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.91020901
S = 4.61
0.00509 0.02796919 0.005090909 504 225 0
PANEL N
Short Span 0.040 7.88027868 0.0443164 0.003335819
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.107215977 0.0444775 0.003347946 0.00509
0.00224806 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.61 0.021 4.137146307 0.0298655
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509
0.02796919 0.005090909 504 225 0
0
dS = 99 0.036 7.092250812 0.0397754 0.002994 0.00509
0.001979884 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.61 0.024 4.728167208 0.0263028
PANEL M
Short Span 0.048 9.456334416 0.0534765 0.004025321 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 6.107215977 0.0444775 0.003347946
0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.61 0.021 4.137146307
225 0Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919
0.0397754 0.002994 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 7.092250812
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL L
Short Span 0.048 9.456334416 0.0534765 0.004025321
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 5.690644425 0.0413657 0.003113713 0.00509
0.002092118 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.45 0.021 3.854952675 0.0277938
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509
0.02796919 0.005090909 504 225 0
0
dS = 99 0.036 6.6084903 0.0370003 0.00278511 0.00509
0.001842826 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.45 0.024 4.4056602 0.024482
PANEL Q
Short Span 0.048 8.8113204 0.0497149 0.003742179 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 6.107215977 0.0444775 0.003347946
0.0298655 0.00224806 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.61 0.021 4.137146307
225 0
Long Span 0.041 8.077285647 0.0593604 0.004468221 0.00509 0.02796919
0.0397754 0.002994 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 7.092250812
S = 4.61 0.024 4.728167208 0.0263028 0.001979884 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL P
Short Span 0.048 9.456334416 0.0534765 0.004025321
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.925174175 0.0356788 0.002685639 0.00509
S = 4.61
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.501229911 0.047432 0.003570334 0.005090.02796919 0.005090909 504 225 0
dS = 99 0.030 5.91020901 0.0330112 0.002484845 0.00509
504 225 0
S = 4.61
PANEL O
Short Span 0.040 7.88027868 0.0443164 0.003335819 0.00509 0.02796919 0.005090909
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 5.690644425 0.0413657 0.003113713
0.0277938 0.002092118 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.45 0.021 3.854952675
225 0
Long Span 0.041 7.526336175 0.0551701 0.004152805 0.00509 0.02796919
0.0370003 0.00278511 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 6.6084903
S = 4.45 0.024 4.4056602 0.024482 0.001842826 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL T
Short Span 0.048 8.8113204 0.0497149 0.003742179
0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.589229375 0.0331955 0.002498712 0.00509
S = 4.45
0.02796919 0.005090909 442.9090909 225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509
0.02796919 0.005090909 504 225 0dS = 99 0.030 5.50707525 0.0307171 0.002312163 0.00509
504 225 0
S = 4.45
PANEL S
Short Span 0.040 7.342767 0.0412162 0.003102456 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0dL = 87 0.025 4.589229375 0.0331955 0.002498712
0.005090909 442.9090909 225 0
S = 4.45
225 0Long Span 0.033 6.057782775 0.0441076 0.003320103 0.00509 0.02796919
0.0307171 0.002312163 0.00509 0.02796919 0.005090909 504dS = 99 0.030 5.50707525
S = 4.45
0.00509 0.02796919 0.005090909 504 225 0
PANEL R
Short Span 0.040 7.342767 0.0412162 0.003102456
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.031 6.213657825 0.0452746 0.003407943 0.00509
0.00228797 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.65 0.021 4.209252075 0.0303957
0.02796919 0.005090909 442.9090909 225 0Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509
0.02796919 0.005090909 504 225 0
0
dS = 99 0.036 7.2158607 0.040486 0.00304749 0.00509
0.002014954 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.65 0.024 4.8105738 0.0267687
PANEL W
Short Span 0.048 9.6211476 0.0544405 0.004097885 0.00509 0.02796919 0.005090909
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.031 6.213657825 0.0452746 0.003407943
0.0303957 0.00228797 0.00509 0.02796919 0.005090909 442.9090909
0.005090909 442.9090909 225 0
S = 4.65 0.021 4.209252075
225 0
Long Span 0.041 8.218063575 0.0604347 0.004549085 0.00509 0.02796919
0.040486 0.00304749 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.036 7.2158607
S = 4.65 0.024 4.8105738 0.0267687 0.002014954 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL V
Short Span 0.048 9.6211476 0.0544405 0.004097885
0.02796919 0.005090909 442.9090909 225 0
0
dL = 87 0.037 7.416301275 0.0543359 0.00409001 0.00509
0.002733494 0.00509 0.02796919 0.005090909 442.9090909 225S = 4.65 0.025 5.011014375 0.0363145
0.02796919 0.005478075 476.5925113 225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.005090.02796919 0.005090909 504 225 0
0
dS = 99 0.043 8.618944725 0.0485965 0.00365799 0.00509
0.002357204 0.00509 0.02796919 0.005090909 504 225
504 225 0
S = 4.65 0.028 5.6123361 0.0313155
PANEL U
Short Span 0.057 11.42511278 0.0650697 0.004897974 0.00509 0.02796919 0.005090909
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C MU = C * W * S2
* 1 w rREQ = w * f'c / fy rMIN =1.4 / fy
rMAX USE AREQ = r * b * d ASMIN =.0018 * b * t
C
SMAX = 3 * tS SMAX =
Use 10 mm dia. At 125 mm O.C.
0.00509 0.02796919 0.005090909 442.9090909 225 0
225 0
dL = 87 0.037 7.416301275 0.0543359 0.00409001
0.0363145 0.002733494 0.00509 0.02796919 0.005090909 442.9090909
0.005478075 476.5925113 225 0
S = 4.65 0.025 5.011014375
225 0Long Span 0.049 9.821588175 0.0727764 0.005478075 0.00509 0.02796919
0.0485965 0.00365799 0.00509 0.02796919 0.005090909 504
0.005090909 504 225 0
dS = 99 0.043 8.618944725
S = 4.65 0.028 5.6123361 0.0313155 0.002357204 0.00509 0.02796919
0.00509 0.02796919 0.005090909 504 225 0
PANEL X
Short Span 0.057 11.42511278 0.0650697 0.004897974
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Design of Continuous Beam B-1 (250 mm x 400 mm)
1.0 Design Criteria
This calculation is for the design of the slab B1 of the proposed two-storey residential unit
SpecificationsDesign References
National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical
Structures Fifth Edition 2001
Design Aids
Microsoft Excel
Design Loads
Dead Loads
Reinforced Concrete Unit Weight = 24 kN/m3
Ceilings = 0.25 Kpa
Floor Finishes = 0.50 Kpa
Movable Partitions = 1.00 KpaSuper-Imposed Dead Load (Total) = 1.75 Kpa
Live Loads
Second Floor = 2.0 Kpa
Materials Property
Concrete
Concrete Compressive Strength f'c = 20.7 Mpa
Steel
Rebar Diameter db = 16 mm
Reinforcing bar Yield strength fy = 275 Mpa Grade 40
Modulus of Elasticity ES = 200,000 Mpa
Concrete Cover = 40 mm
2.0 Load Computations
Span 13
Due to Triangular Loading WL = 17.15 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 5.12 m
Long Span L = 5.17 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Due to Trapezoidal Loading WL = 16.84 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 4.550 m
2.1.2
2.1.1
1.3
1.3.1
1.3.2
1.3.3
2.2
1.1
1.1.1
1.1.2
1.2
1.2.1
1.2.2
1
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Long Span L = 5.120 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Weight of beam Wb = 2.31 kN/m
Span Length LS = 5.12 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.275 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span 13 WT = 36.307 kN/m
WT = S of Loads
Span 34
Due to Triangular Loading WL = 17.20 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 3.17 m
Long Span L = 5.24 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 6.30 kN/m2
Live Load = LL * 1.7 wLL = 5.78 kN/m2
Total Load = wL + wDL + wLL W = 16.28 kN/m2
Load WL = W * S / 3
Due to Trapezoidal Loading WL = 10.51 kN/mThickness of Slab tL = 0.125 m
Short Span S = 2.900 m
Long Span L = 3.170 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Total Weight Carried by Span 13 WT = 27.710 kN/m
WT = S of Loads
Span 46
Load P due to PC-1 PPC1 = 162.41 kN
Distance of P from 3 a = 2.520 m
Distance of P from 6 b = 4.040 m
Load P due to 2B-4 P2B-4 = 87.83 kN
Distance of P from 3 a = 3.880 m
2.1.1
2.1.3
2.1.4
2.1
2.1.1
2.2
2.1.2
2.1.1
2.1.4
2
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Distance of P from 6 b = 2.660 m
Due to Triangular Loading WL = 13.00 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 3.880 m
Long Span L = 5.170 m
Slab Load =tS
* Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m
2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Due to Trapezoidal Loading WL = 13.62 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 2.900 m
Long Span L = 6.560 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Total Weight Carried by Span 36 WT = 26.621 kN/m
WT = S of Loads
Span 68
Due to Trapezoidal Loading WL = 12.92 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 2.900 m
Long Span L = 4.970 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Due to Trapezoidal Loading WL = 13.87 kN/m
Thickness of Slab tL = 0.120 m
Short Span S = 3.100 m
Long Span L = 5.820 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.03 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 9.88 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
2.1.1
2.1.1
2.1.4
2.1
2.1.2
2.1.1
3
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Weight of beam Wb = 2.31 kN/m
Span Length LS = 4.97 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.275 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span 68W
T = 29.097 kN/mWT = S of Loads
3.0 Analysis
Maximum Shear Computation
See FEM Computation VMAX = 85.58 kN
Maximum Moment Computation
Negative Moment
Moment Due to Loads MV = 134.91 kN-m USE
Moment Due to Earthquake MEQ = kN-m
MD = (MV + MEQ) * .75 MD = 101.1852 kN-m
Positive Moment MU = 135.96 kN-m
Negative Steel Reinforcement
Design Constants
Ultimate Moment MU = kN-m
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor f = (for flexure)
b1 =
Width b = mm
Height h = mm
Effective depth d = mm
Computation of w w = 0.280062
MU = fbd2f'cw(1-0.59w)
w - 0.59w2 = 0.233786
w = 1.414853
w = 0.280062
Computation ofrREQ
400
352.0
3.3.1
3.3.2
134.91
20.7
275
0.90
0.85
250
3.1
3.2
3.3
2.1.3
2.1.4
A C 170.10 90.95 E G
4.65 m 2.67 m
1 5.12 m 3 3.17 6.56 m 6 4.97 m 8
B D F H
1.4 m
29.88 kN/m37.49 kN/m 30.04 kN/m
4
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rMIN = 1.4 / fy rMIN = 0.0051
rREQ = w * f'c / fy rREQ = 0.0211 Singly Reinforced
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.0280
Computation No. of Steel Bars
AREQ = r * b * d AREQ = 1855.131 mm2
As = p * db2
/ 4 As = 201.0619 mm2
n =AREQ / As n = 10
Use 10 nos. of 16 mm dia.
Positive Steel Reinforcement
Design ConstantsUltimate Moment MU = kN-m
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor = (for flexure)
b1 =
Width b = mm
Height h = mm
Effective depth d = mm
Computation of w w = 0.282777
MU = bd2f'cw(1-0.59w)
w - 0.59w2 = 0.235599
w = 1.412139
w = 0.282777
Computation ofrREQ
rMIN = 1.4 / fy rMIN = 0.0051
rREQ = w * f'c / fy rREQ = 0.0213 Singly Reinforced
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.0280
Computation No. of Steel Bars
AREQ = r * b * d AREQ = 1873.113 mm2
As = p * db2
/ 4 As = 201.0619 mm2
n =AREQ / As n = 10
Use 10 nos. of 16 mm dia.
3.4.2
3.3.3
0.90
0.85
250
400
352.0
3.4.1
3.4
135.96
20.7
275
3.3.3
5
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Check for Shear
Design Constants
Maximum Shear VMAX = kN
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa Grade 40
Reduction factor f = (for shear)
Width b = mm
Height h = mm
Effective depth d = mm
Stirrups = mm
Av = mm2
Computation of VU
VU = VMAX - (WT * d) VU = 75.33778 KN
Computation of Actual V
Actual VC = VU / (.85 * b * d) Actual VC = 1.00719 Mpa
Allowable VC
Allow VC = .17 * f'c Allow VC = 0.773453 Mpa
Computation for Stirrups
SACTUAL =Av * fy / ((VC - V) * b) SACTUAL = 739.2415 mm
SALLOWABLE = d / 2 SALLOWABLE = 176 mm
"Use 10mm Stirrups @ 200 mm O.C."
10.0
78.5398163
3.5.1
3.5.2
3.5.3
3.5.4
20.7
275
0.85
250
400
352.0
3.5
85.58
6
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Design of Steel Beam SB-2
1.0 Design Criteria
This calculation is for the design of the continuous beam SB-3 of the 2nd Floor for the proposed
2-Storey Residence with Penthouse
Specifications
Design References
National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical
Structures Fifth Edition 2001
Design Aids
Microsoft Excel
Design Loads
Dead Loads
Reinforced Concrete Unit Weight = 24 kN/m3
Ceilings = 0.25 Kpa
Floor Finishes = 0.50 Kpa
Movable Partitions = 1.00 Kpa
Super-Imposed Dead Load (Total) = 1.75 Kpa
Live Loads
Second Floor = 2.0 Kpa
Materials Property
Steel I-Beam
Minimum Yield Stress of I-Beam Fy = 248.4 Mpa
2.0 Analysis
Maximum Moment Computation
Negative Moment MU = 93.39449232 kN-m
Design of Beam
Design Constants
Ultimate Moment MU = kN-m
Allowable Stress Fb = Mpa
Computation of SXREQ'D
1.1
1.1.1
1.1.2
1.2
1.2.1
1.2.2
1.3
1.3.1
3.1
3.2
93.3944923
163.944
3.2.1
A C 170.10 90.95 E G
4.65 m 2.67 m
1 5.12 m 3 3.17 6.56 m 6 4.97 m 8
B D F H
1.4 m
29.88 kN/m37.49 kN/m 30.04 kN/m
1
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SXREQ'D = M / Fb SXREQ'D = 569,673.13 mm3
Try Steel Member
SXSUPP = SX of W16 x 26 = 629,000.00 mm3
Fbactual = M / SXSUPP Fbactual = 148.4809 Mpa
SECTION IS SAFE
3.2.2
2
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FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-1
1.0 Compute K = 1 / L
Span Length 13 = 5.12 m
Span Length 34 = 3.17 m
Span Length 46 = 6.56 m
Span Length 68 = 4.97 m
K13 = K31 = I / L = 0.000208
Base of Beam b = 0.200 m
Depth of Beam d = 0.400 m
K34 = K43 = I / L = 0.315457
K46 = K64 = I / L = 0.152439
K68 = K86 = I / L = 0.000215
Base of Beam b = 0.200 m
Depth of Beam d = 0.400 m
KC1(GROUND TO 2ND) = I / L = 0.000183
Base of Column b = 0.200 mDepth of Column d = 0.400 m
Height of Column (GROUND TO SECOND) L = 5.830 m
KC2(GROUND TO 2ND) = I / L = 0.000183
Base of Column b = 0.200 m
Depth of Column d = 0.400 m
Height of Column (GROUND TO SECOND) L = 5.830 m
KC1(2ND TO ROOF) = I / L = 0.000333
Base of Column b = 0.200 m
Depth of Column d = 0.400 m
Height of Column (2nd to Roof) L = 3.200 m
KC2(2ND TO ROOF) = I / L = 0.000333Base of Column b = 0.200 m
Depth of Column d = 0.400 m
Height of Column (2nd to Roof) L = 3.200 m
2.0 Compute DF
Joint 1
SK1 = K1A + K1B + K13 SK1 = 0.000574
DF1A = K1A / SK1 DF1A = 0.318606
DF1B = K1B / SK1 DF1B = 0.318606
DF13 = K13 / SK1 DF13 = 0.362788
Joint 3
SK3 = K31 + K3C + K3D + K34 SK3 = 0.316032
DF31 = K31 / SK3 DF31 = 0.000659
DF3C = K3C / SK3 DF3C = 0.000579
DF3D = K3D / SK3 DF3D = 0.000579
DF34 = K34 / SK3 DF34 = 0.998183
Joint 4
SK4 = K43 + K46 SK4 = 0.468
DF43 = K43 / SK4 DF43 = 0.674203
DF46 = K46 / SK4 DF46 = 0.325797
0.1
1.4
1.5
1.6
1.7
2.2
2.1
1.3
1.3
1.2
1.1
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Joint 6
SK6 = K63 + K6E + K6F + K68 SK6 = 0.15302
DF63 = K63 / SK6 DF63 = 0.996206
DF6E = K6E / SK6 DF6E = 0.001196
DF6F = K6F / SK6 DF6F = 0.001196
DF68 = K68 / SK6 DF68 = 0.001403
Joint 8
SK8 = K86 + K8G + K8H SK8 = 0.000881
DF86 = K86 / SK8 DF86 = 0.243531
DF8G = K8G / SK8 DF8G = 0.378234
DF8H = K8H / SK8 DF8H = 0.378234
3.0 Compute Fixed End Moment
Compute Fixed End Moment for Span 13
Total Loads WT = 36.31 kN/m
1 5.12 m 3
Span Length 13 L13 = 5.12 m
FEM31 = (WT * L132
/ 12) FEM31 = 79.31377 kN-m
Compute Fixed End Moment for Span 34
Total Loads WT = 27.71 kN/m
3 3.17 m 4
Span Length 34 L34 = 3.17 m
FEM34 = (WT * L132
/ 12) FEM34 = 23.20438 kN-m
Compute Fixed End Moment for Span 36
Total Loads WT = 26.62121 kN/m
Load P1 due to B2 P1 = 162.41 kN
Load P2 due to B2 P2 = 87.83 kN
162.41 kN
4.65 m 1.4 m 2.7 m
3 6.56 m 6
Span Length 36 L36 = 6.56 m
Distance of P1 from Support 3 a136 = 2.52 m
Distance of P1 from Support 6 b136 = 4.04 m
Distance of P2 from Support 3 a236 = 3.88 m
Distance of P2 from Support 6 b236 = 2.66 m
3.2
2.3
87.83
3.1
2.3
3.2
37.49 kN/m
27.55 kN/m
28.08 kN/m
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FEM36 = (WT * L362
/ 12) + FEM36 = 306.7225 kN-m
(P1 * a136 * b1362
/ L362) + ((P2 * a236 * b236
2/ L236
2)
FEM63 = (WT * L632
/ 12) + FEM32 = 274.0179 kN-m
(P1 * a1362
* b136 / L362
) + ((P2 * a2362
* b236 / L2362
)
Compute Fixed End Moment for Span 34
Total Loads WT = 26.62 kN/m
4 4.97 m 6
Span Length 46 L46 = 4.97 m
FEM64 = (WT * L642
/ 12) + FEM64 = 59.89393 kN-m
4.0 Maximum Shear and Moment ComputationCompute Moment at Supports using FEM Method
Isolate Span 46
Total Loads WT = 29.10 kN/m
Load P due to B-5 P = kN
67.457 kN-m -45.203 kN-m
4 4.97 m 6
kN kN
kN kN
RA = kN RB = kN
Span Length 46 L46 = 4.97 m
Distance of P from Support A aAB = 0 m
Distance of P from Support B bAB = 0 m
RB = (WT * LAB / 2) RB = 72.307 kN
Shear Computation
VAL VAL = 0 kN
VAR VAR = 85.5800 kN
VBL VBL = -78.770 kN
VBR VBR = 0.0000 kN
Moment Computation
3.2
112.660 72.307
22.66793 -22.6679
94.97448 49.639
72.30655
4.2.1
4.2.2
4.1
4.2
27.55 kN/m
30.04 kN/m
JOINT
MEMBERS 1A 1B 13 31 3C 3D 34 43 46 63 6E 6F 68 86 8G 8H
DF 0.319 0.319 0.363 0.001 0.001 0.001 0.998 0.674 0.326 0.996 0.001 0.001 0.001 0.244 0.378 0.378
FEM -79.314 79.314 -23.204 23.204 -306.723 274.018 -59.894 59.894
BAL 25.270 25.270 28.774 -0.037 -0.032 -0.032 -56.007 191.1489 92.3692 -213.312 -0.256 -0.256 -0.300 -14.586 -22.654 -22.654
COM -0.018 14.387 95.574 -28.004 -106.656 46.185 -7.293 -0.150
BAL 0.006 0.006 0.007 -0.072 -0.064 -0.064 -109.762 90.7879 43.8716 -38.744 -0.047 -0.047 -0.055 0.037 0.057 0.057
COM -0.036 0.003 -19.372 -54.881 -19.372 -54.881 0.018 -0.027
BAL 0.012 0.012 0.013 0.013 0.011 0.011 19.333 50.0615 24.1913 54.654 0.066 0.066 0.077 0.007 0.010 0.010
COM 0.006 0.007 27.327 9.667 27.327 9.667 0.003 0.038
BAL -0.002 -0.002 -0.002 -0.018 -0.016 -0.016 -27.284 -24.9414 -12.0525 -9.633 -0.012 -0.012 -0.014 -0.009 -0.015 -0.015
FEM 25.285 25.285 -50.571 93.596 -0.101 -0.101 -93.394 257.044 -257.044 67.954 -0.248 -0.248 -67.457 45.203 -22.601 -22.601
4
9.670 0.038
1 3 6 8
-79.314 56.109 214.124 59.894
38.892 -0.150
-0.036 -19.369
-0.018 109.962
0.006 27.334
-54.863 -0.027
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MAB MAB = -67.457 kN-m
M0 M1 = 11.33 kN-m
MBA MBA = 45.203 kN-m
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Design of Steel Beam SB-1
1.0 Design Criteria
This calculation is for the design of the continuous beam SB-3 of the 2nd Floor for the proposed
2-Storey Residence with Penthouse
Specifications
Design References
National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical
Structures Fifth Edition 2001
Design Aids
Microsoft Excel
Design Loads
Dead Loads
Reinforced Concrete Unit Weight = 24 kN/m3
Ceilings = 0.25 Kpa
Floor Finishes = 0.50 Kpa
Movable Partitions = 1.00 Kpa
Super-Imposed Dead Load (Total) = 1.75 Kpa
Live Loads
Second Floor = 2.0 Kpa
Materials Property
Steel I-Beam
Minimum Yield Stress of I-Beam Fy = 248.4 Mpa
2.0 Analysis
Maximum Moment Computation
Negative Moment MU = 257.0435052 kN-m
Design of Beam
Design Constants
Ultimate Moment MU = kN-m
Allowable Stress Fb = Mpa
Computation of SXREQ'D
1.1
1.1.1
1.1.2
1.2
1.2.1
1.2.2
1.3
1.3.1
3.1
3.2
257.043505
163.944
3.2.1
A C 170.10 90.95 E G
4.65 m 2.67 m
1 5.12 m 3 3.17 6.56 m 6 4.97 m 8
B D F H
1.4 m
29.88 kN/m37.49 kN/m 30.04 kN/m
1
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SXREQ'D = M / Fb SXREQ'D = 1,567,873.82 mm3
Try Steel Member
SXSUPP = SX of W18 x 106 = 3,343,000.00 mm3
Fbactual = M / SXSUPP Fbactual = 76.8901 Mpa
SECTION IS SAFE
3.2.2
2
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Design of Continuous Beam B-2 (200 mm x 400 mm)
1.0 Design Criteria
This calculation is for the design of the beam B-1 of the proposed 2-storey residential
SpecificationsDesign References
National Structural Code of the Philippines, Volume I - Buildings, Tower, and Other Vertical
Structures Fifth Edition 2001
Design Aids
Microsoft Excel
Design Loads
Dead Loads
Reinforced Concrete Unit Weight = 24 kN/m3
Ceilings = 0.25 Kpa
Floor Finishes = 0.50 Kpa
Movable Partitions = 1.00 KpaSuper-Imposed Dead Load (Total) = 1.75 Kpa
Live Loads
Second Floor = 2.0 Kpa
Materials Property
Concrete
Concrete Compressive Strength f'c = 20.7 Mpa
Steel
Rebar Diameter db = 16 mm
Reinforcing bar Yield strength fy = 275 Mpa Grade 40
Modulus of Elasticity ES = 200,000 Mpa
Concrete Cover = 40 mm
2.0 Load Computations
Span AB
Due to Triangular Loading WL = 14.34 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 4.28 m
Long Span L = 6.64 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
1.1
1.1.1
1.1.2
1.2
1.2.1
2.1.2
1.2.2
1.3
1.3.1
1.3.2
1.3.3
2.2
1
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Weight of beam Wb = 3.36 kN/m
Span Length LS = 2.45 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.400 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span AB WT = 17.698 kN/m
WT = S of Loads
Span BC
Load P due to B4 PB-4 = 153.45 kN/m
Distance of P from B a = 1.84 m
Distance of P from C b = 2.07 m
Due to Triangular Loading WL = 14.34 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 4.28 m
Long Span L = 6.64 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4w
DL = 2.45 kN/m
2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Due to Triangular Loading WL = 13.07 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 3.90 m
Long Span L = 5.82 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Weight of beam Wb = 2.31 kN/m
Span Length LS = 3.91 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.275 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span BC WT = 16.648 kN/m
WT = S of Loads
Span CD
Due to Triangular Loading WL = 10.72 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 3.20 m
Long Span L = 5.82 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
2.1.2
2.1.2
2.1.3
2.1.4
2.1
2.1.1
2.1.2
2.1.3
2.1.4
2.1
2
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Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Due to Trapezoidal Loading WL = 10.54 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 2.860 m
Long Span L = 3.200 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Weight of beam Wb = 2.31 kN/m
Span Length LS = 3.20 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.275 mWt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span CD WT = 23.575 kN/m
WT = S of Loads
Span DE
Due to Triangular Loading WL = 9.72 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 2.90 m
Long Span L = 5.82 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Due to Triangular Loading WL = 9.72 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 2.90 m
Long Span L = 6.64 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3
Weight of beam Wb = 2.31 kN/m
Span Length LS = 2.90 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
2.1.1
2.1.3
2.1.4
2.1
2.1.3
2.1.2
2.1.2
3
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Depth of Beam less slab d = 0.275 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span DE WT = 21.740 kN/m
WT = S of Loads
Span EF
Load P due to B4 PB-4 = 153.45 kN
Distance of P from E a = 2.33 mDistance of P from F b = 1.90 m
Due to Trapezoidal Loading WL = 8.36 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 1.75 m
Long Span L = 4.570 m
Slab Load = tS * Unit Wt. Of Conc. * 1.4 wL = 4.20 kN/m2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Weight of beam Wb = 2.31 kN/m
Span Length LS = 4.23 m
Base of Beam b = 0.250 m
Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.275 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span EF WT = 10.674 kN/m
WT = S of Loads
Span FG
Due to Trapezoidal Loading WL = 8.36 kN/m
Thickness of Slab tL = 0.125 m
Short Span S = 1.75 m
Long Span L = 4.570 m
Slab Load = tS
* Unit Wt. Of Conc. * 1.4 wL
= 4.20kN/m
2
Dead Load = DL * 1.4 wDL = 2.45 kN/m2
Live Load = LL * 1.7 wLL = 3.40 kN/m2
Total Load = wL + wDL + wLL W = 10.05 kN/m2
Load WL = W * S / 3 * {[3 - (S / L)2] / 2}
Weight of beam Wb = 3.36 kN/m
Span Length LS = 2.66 m
Base of Beam b = 0.250 m
2.1.4
2.2
2.1.1
2.1.4
2.2
2.1.1
2.1.3
2.1.1
2.1.3
4
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Height of Beam h = 0.400 m
Depth of Beam less slab d = 0.400 m
Wt. Beam = Unit Wt. Of Conc. * b * d * 1.4
Total Weight Carried by Span FG WT = 11.724 kN/m
WT = S of Loads
3.0 Analysis
2.1.4
5
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1
3
5
7
9
11
13
156.8
0kN
0.0
0
kN
1.8
4m
.m
A
2.4
5m
B
3.9
1
m
C
3.2
0
m
D
2.9
0
m
E
4.2
3
m
F
2.6
6
m
G
2
4
6
8
10
12
14
2.0
7m
.m
16.6
8kN/m
16.2
0kN/m
15.2
2kN/m
17.9
7kN
/m
28.9
7kN/m
15.9
4kN/m
6
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Maximum Shear Computation
See FEM Computation VMAX = 109.7772 kN
Maximum Moment Computation
Negative Moment
Moment Due to Loads MV = 92.12 kN-m USE
Moment Due to Earthquake MEQ = kN-m
MD = (MV + MEQ) * .75 MD = 69.0872 kN-m
Positive Moment MU = 92.862 kN-m
Negative Steel Reinforcement
Design Constants
Ultimate Moment MU = kN-m
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa (Gr. 60)
Reduction factor f = (for flexure)
b1 =
Width b = mm
Height h = mm
Effective depth d = mm
Computation of w w = 0.169574
MU = fbd2f'cw(1-0.59w)
w - 0.59w2 = 0.152608
w = 1.525341
w = 0.169574
Computation ofrREQ
rMIN = 1.4 / fy rMIN = 0.0051
rREQ = w * f'c / fy rREQ = 0.0128 Singly Reinforced
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.0280
Computation No. of Steel Bars
AREQ = r * b * d AREQ = 1148.787 mm2
As = p * db2
/ 4 As = 201.0619 mm2
n =AREQ / As n = 6
Use 6 nos. of 16 mm dia.
Positive Steel Reinforcement
Design Constants
Ultimate Moment MU = kN-m
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa (Gr. 60)
Reduction factor = (for flexure)
3.1
3.2
3.3
92.12
20.7
275
3.3.2
3.3.3
0.90
0.85
250
400
360.0
3.3.1
20.7
275
0.90
3.4
92.862
7
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b1 =
Width b = mm
Height h = mm
Effective depth d = mm
Computation of w w = 0.17112
MU = bd2f'cw(1-0.59w)
w - 0.59w2 = 0.153844
w = 1.523795
w = 0.17112
Computation ofrREQ
rMIN = 1.4 / fy rMIN = 0.0051
rREQ = w * f'c / fy rREQ = 0.0129 Singly Reinforced
rMAX = f*[0.85 * b1 * f'c / fy] [600 / (600+fy)] rMAX = 0.0280
Computation No. of Steel Bars
AREQ = r * b * d AREQ = 1159.263 mm2
As = p * db2
/ 4 As = 201.0619 mm2
n =AREQ / As n = 6
Use 6 nos. of 16 mm dia.
Check for Shear
Design Constants
Maximum Shear VMAX = kN
Conc. Comp. Strength f'c = Mpa
Rebar Yield Strength fy = Mpa (Gr. 60)
Reduction factor f = (for shear)
Width b = mm
Height h = mm
Effective depth d = mm
Stirrups = mm
Av = mm2
Computation of VU
VU = VMAX - (WT * d) VU = 101.2902 KN
Computation of Actual V
Actual VC = VU / (.85 * b * d) Actual VC = 1.324055 Mpa
Allowable VC
0.85
250
400
360.0
3.4.1
3.4.2
3.3.3
20.7
275
0.85
250
400
360.0
3.5
109.777186
12.0
113.097336
3.5.1
3.5.2
3.5.3
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Allow VC = .17 * f'c Allow VC = 0.773453 Mpa
Computation for Stirrups
SACTUAL =Av * fy / ((VC - V) * b) SACTUAL = 451.8948 mm
"Use 10mm Stirrups @ 200 mm O.C."
Prepared By:
Engr. Jose J. Oriola, Jr.
Civil Engineer - Lic. No.
3.5.4
9
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FIXED END MOMENT COMPUTATIONS FOR CONTINUOUS BEAM B-2
1.0 Compute K = 1 / L
Span Length AB = 2.45 m
Span Length BC = 3.91 m
Span Length CD = 3.20 m
Span Length DE = 2.90 m
Span Length EF = 4.23 mSpan Length FG = 2.66 m
KAB = KBA = I / L = 0.000544
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KBC = KCB = I / L = 0.000341
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KCD = KDC = I / L = 0.000417
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KDE = KED = I / L = 0.00046
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KEF = KFE = I / L = 0.000315
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KFG = KGF = I / L = 0.000501
Base of Beam b = 0.250 m
Depth of Beam d = 0.400 m
KC1(GF TO 2F) = I / L = 0.000274
Base of Column b = 0.300 m
Depth of Column d = 0.400 m
Height of Column (GF to 2F) L = 5.830 m
KC2(GF TO 2F) = I / L = 0.000274
Base of Column b = 0.300 m
Depth of Column d = 0.400 m
Height of Column (2F to Attic) L = 5.830 m
KC1(2F TO ATTIC) = I / L = 0.0005
Base of Column b = 0.300 m
Depth of Column d = 0.400 m
Height of Column (Attic to Roof) L = 3.200 m
KC2(2F TO ATTIC) = I / L = 0.0005
Base of Column b = 0.300 m
Depth of Column d = 0.400 m
Height of Column (Attic to Roof) L = 3.200 m
2.0 Compute DF
Joint A
1.1
1.2
1.3
1.4
1.5
1.6
1.7
1.8
1.9
1.10
2.1
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SKA = KA1 + KA2 + KAB SKA = 0.001319
DFA1 = KA1 / SKA DFA1 = 0.379173
DFA2 = KA2 / SKA DFA2 = 0.208122
DFAB = KAB / SKA DFAB = 0.412705
Joint B
SKB = KBA + KB3 + KB4 + KBC SKB = 0.00166
DFBA = KBA / SKB DFBA = 0.327908DFB3 = KB3 / SKB DFB3 = 0.301265
DFB4 = KB4 / SKB DFB4 = 0.16536
DFBC = KA"C / SKA" DFBC = 0.205467
Joint C
SKC = KCB + KB4 + KB5 + KCD SKC = 0.001532
DFCB = KCB / SKC DFCB = 0.222572
DFC5 = KC5 / SKC DFC5 = 0.326346
DFC6 = KC6 / SKC DFC6 = 0.179127
DFCD = KCD / SKC DFCD = 0.271955
Joint DSKD = KDC + KD7 + KD8 + KDE SKD = 0.001651
DFDC = KDC / SKD DFDC = 0.252391
DFD7 = KD7 / SKD DFD7 = 0.302869
DFD8 = KD8 / SKD DFD8 = 0.16624
DFDE = KDE / SKD DFDE = 0.2785
Joint E
SKE = KED + KE9 + KE10 + KEF SKE = 0.002
DFED = KED / SKE DFED = 0.296737
DFE9 = KE9 / SKE DFE9 = 0.322701
DFE10 = KE10 / SKE DFE10 = 0.177126
DFEF = KEF / SKE DFEF = 0.203436
Joint F
SKF = KFE + KF11 + KF12 + KFG SKF = 0.002
DFFE = KFE / SKF DFFE = 0.198132
DFF11 = KF11 / SKF DFF11 = 0.314287
DFF12 = KF12 / SKF DFF12 = 0.172507
DFFG = KFG / SKF DFFG = 0.315074
Joint G
SKG = KCA" + KG13 + KG14 SKG = 0.001276
DFGF = KGF / SKG DFGF = 0.392925
DFG13 = KG13 / SKG DFG13 = 0.391943
DFG14 = KG14 / SKG DFG14 = 0.215132
2.3
2.4
2.5
2.2
2.6
2.3
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3.0 Compute Fixed End Moment
Compute Fixed End Moment for Span AB
Total Loads WT = 17.70 kN/m
A 2.45 m B
Span Length AB LAB = 2.45 m
FEMAB = (WT * LAB2
/ 12) FEMAB = 8.852687 kN-m
FEMBA = (WT * LAB2
/ 12) FEMBA = 8.852687 kN-m
Compute Fixed End Moment for Span BC
Total Loads WT = 16.65 kN/m
Load P due to B4 P = 153.45 kN
153.45 kN
1.84 m 2.07 m
B 3.91 m C
Span Length BC LBC = 3.91 m
Distance of Load P from B aBC = 1.84 m
Distance of Load P from C bBC = 2.07 m
FEMBC = (WT * LBC2 / 12) FEMBC = 100.3467 kN-m
(P * aBC * bBC2
/ LBC2)
FEMCB = (WT * LBC2
/ 12) FEMCB = 91.55372 kN-m
(P * aBC2
* bBC / LBC2)
Compute Fixed End Moment for Span CD
Total Loads WT = 23.57 kN/m
C 3.20 m D
Span Length CD LCD = 3.20 m
FEMCD = (WT * LCD2
/ 12) FEMCD = 20.11725 kN-m
FEMDC = (WT * LCD2
/ 12) FEMDC = 20.11725 kN-m
3.3
3.1
3.2
19.37kN/m
18.11 kN/m
25.28 kN/m
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Compute Fixed End Moment for Span DE
Total Loads WT = 21.74 kN/m
D 2.90 m E
Span Length DE LDE = 2.90 m
FEMDE = (WT * LDE2
/ 12) FEMDE = 15.23612 kN-m
FEMED = (WT * LDE2
/ 12) FEMED = 15.23612 kN-m
Compute Fixed End Moment for Span EF
Total Loads WT = 10.67 kN/m
Load P due to PC-2 P = 153.45 kN
153.45
2.33 m 1.90 m
E 4.23 m F
Span Length EF LAB = 4.23 m
Distance of Load P from E aAA" = 2.33 m
Distance of Load P from F bAA" = 1.90 m
FEMEF = (WT * LEF2
/ 12) FEMEF = 88.05246 kN-m
FEMFE = (WT * LEF2 / 12) FEMFE = 104.3782 kN-m
Compute Fixed End Moment for Span FG
Total Loads WT = 11.72 kN/m
E 2.66 m F
Span Length FG LFG = 2.66 m
FEMFG = (WT * LFG2 / 12) FEMFG = 6.912814 kN-m
FEMGF = (WT * LFG2
/ 12) FEMGF = 6.912814 kN-m
3.4
3.5
3.6
23.38 kN/m
11.93 kN/m
13.19 kN/m
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4.0 Maximum Shear and Moment Computation
Compute Moment at Supports using FEM Method4.1
JOINT
MEMBERS
A1
A2
AB
BA
B3
B4
BC
CB
C5
C6
CD
DC
D7
D8
DE
ED
E9
E10
EF
FE
F11
F12
FG
GF
F13
F14
DF
0.3
79
0.2
08
0.4
13
0.3
28
0.3
01
0.1
65
0.2
05
0.2
23
0.3
26
0.1
79
0.2
72
0.2
52
0.3
03
0.1
66
0.2
79
0.2
97
0
.323
0.1
77
0.2
03
0.1
98
0.3
14
0.1
73
0.3
15
0.3
93
0.3
92
0.2
15
FEM
-8.8
53
8.8
53
-100.3
47
91.5
54
-20.1
17
20.1
17
-15.2
36
15.2
36
-88.0
52
104.3
78
-6.9
13
6.9
13
BAL
3.3
57
1.8
42
3.6
54
30.0
02
27.5
64
15.1
29
18.7
99
-15.9
00
-23.3
13
-12.7
9
6
-19.4
28
-1.2
32
-1.4
78
-0.8
11
-1.3
59
21.6
07
23.4
98
12.8
98
14.8
14
-19.3
11
-30.6
32
-16.8
13
-30.7
09
-2.7
16
-2.7
09
-1.4
87
COM
15.0
01
1.8
27
-7.9
50
9.3
99
-0.6
16
-9.7
14
10.8
04
-0.6
80
-9.6
55
7.4
07
-1.3
58
-15.3
54
BAL
-5.6
88
-3.1
22
-6.1
91
2.0
08
1.8
45
1.0
13
1.2
58
-1.9
55
-2.8
66
-1.5
73
-2.3
89
-0.2
75
-0.3
30
-0.1
81
-0.3
04
3.0
67
3
.335
1.8
31
2.1
03
-1.1
98
-1.9
01
-1.0
43
-1.9
06
6.0
33
6.0
18
3.3
03
COM
1.0
04
-3.0
95
3.0
17
0.6
29
0.0
00
-1.1
94
0.0
00
-0.1
52
0.0
00
1.0
51
0.0
00
0.6
29
BAL
-0.3
81
0.0
00
-0.4
14
0.0
26
0.0
24
0.0
13
0.0
16
-0.1
40
-0.2
05
-0.1
13
-0.1
71
0.3
01
0.3
62
0.1
99
0.3
33
0.0
45
0
.049
0.0
27
0.0
31
-0.2
08
-0.3
30
-0.1
81
-0.3
31
-0.2
47
-0.2
47
-0.1
35
COM
0.0
13
-0.2
07
-0.1
24
0.0
08
0.0
00
-0.0
86
0.0
00
0.1
66
0.0
00
0.0
15
0.0
00
0.0
08
BAL
-0.0
05
0.0
00
-0.0
05
0.1
08
0.1
00
0.0
55
0.0
68
-0.0
02
-0.0
03
-0.0
01
-0.0
02
0.0
22
0.0
26
0.0
14
0.0
24
-0.0
49
-0
.054
-0.0
29
-0.0
34
-0.0
03
-0.0
05
-0.0
03
-0.0
05
-0.0
03
-0.0
03
-0.0
02
COM
0.0
54
-0.0
03
-0.0
02
0.0
34
0.0
00
-0.0
01
0.0
00
0.0
12
0.0
00
-0.0
17
0.0
00
0.0
34
BAL
-0.0
21
0.0
00
-0.0
22
0.0
01
0.0
01
0.0
01
0.0
01
-0.0
08
-0.0
11
-0.0
06
-0.0
09
0.0
00
0.0
00
0.0
00
0.0
00
-0.0
04
-0
.004
-0.0
02
-0.0
02
0.0
03
0.0
05
0.0
03
0.0
05
-0.0
13
-0.0
13
-0.0
07
COM
0.0
01
-0.0
11
-0.0
07
0.0
00
0.0
00
-0.0
05
0.0
00
0.0
00
0.0
00
-0.0
01
0.0
00
0.0
00
BAL
0.0
00
0.0
00
0.0
00
0.0
06
0.0
05
0.0
03
0.0
04
0.0
00
0.0
00
0.0
00
0.0
00
0.0
01
0.0
01
0.0
01
0.0
01
0.0
00
0
.000
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
COM
0.0
03
0.0
00
0.0
00
0.0
02
0.0
00
0.0
00
0.0
00
0.0
01
0.0
00
0.0
00
0.0
00
0.0
02
BAL
-0.0
01
0.0
00
-0.0
01
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
-0.0
01
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0
.000
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
-0.0
01
-0.0
01
0.0
00
COM
0.0
00
-0.0
01
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
BAL
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0
.000
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
FEM
-2.7
39
-1.2
80
4.2
42
39.5
14
29.5
39
16.2
14
-85.2
66
83.6
22
-26.3
99
-14.4
9
0
-42.7
33
7.9
35
-1.4
19
-0.7
79
-5.7
37
39.2
50
26.8
24
14.7
23
-80.7
97
92.1
16
-32.8
63
-18.0
38
-41.2
16
-4.7
16
3.0
45
1.6
71
0.0
00
0.0
02
0.0
00
-0.0
01
0.0
00
0.0
00
0.0
00
0.0
00
0.0
00
0.0
03
0.0
00
0.0
02
0.0
00
0.0
01
-0.0
17
0.0
34
0.0
01
-0.0
18
0.0
00
-0.0
05
0.0
00
-0.0
01
0.0
00
0.0
54
-0.0
04
0.0
34
-0.0
01
0.0
12
0.6
29
0.0
13
-0.3
31
0.0
08
-0.0
86
0.1
66
0.0
15
0.0
08
1.0
04
-0.0
79
0.6
29
-1.1
94
-0.1
52
1.0
51
6.9
13
15.0
01
-6.1
23
8.7
84
1.0
90
-10.3
35
6.0
49
-15.3
54
-8.8
53
-91.4
94
71.4
36
4.8
81
-72.8
16
97.4
65
G
A
B
C
D
E
F
7/29/2019 Structural Computations - SHAP (Version 2)
53/88
Isolate Span EF
Total Loads WT = 1