Project Name: Proposed Two Storey Dormitory Design by: ELL
Owner: NSTDC Mark: 2DB-4
Location: Cabid-An, Sorsogon Date: 09/21/2024
Check by: Erwin Lipardo
DESIGN OF CONCRETE BEAM Structural Excell Program
Material Properties: Reinforcement Details Left Mid Right
Concrete f'c = 21 MPa Main bar Ø = 16 mm
Reinforcing fy = 276 MPa Shear bar Ø = 10 mm
Stirrup fy = 276 MPa Torsion bar Ø = 12 mm
Section Properties
Span type = Simply supported
Length = 5.10 m
Width = 0.30 m
Height = 0.40 m
Stress Result (Any FEA or Frame Analysis) Top Rebar = 3 pcs Top Rebar = 3 pcs Top Rebar = 3 pcs
Bending Moment Left Section Mid Section Right Section Ratio = 0 Ratio = 0 Ratio = 0
kN/m kN/m kN/m Bottom Rebar = 3 pcs Bottom Rebar = 7 pcs Bottom Rebar = 3 pcs
Top Location 0.00 0.00 0.00 Ratio = 0.993 Ratio = 0.97 Ratio = 0.993
Bottom Location 49.70 98.66 49.70 Check Minimum Depth of Beam
Other Loads Left Section Mid Section Right Section Depth = 0.32 Depth use is ok Table 9.3.1.1
Shear Stress 71.36 0.00 71.36 4 x Depth = 1.36 Depth use is ok Sec. 18.6.2.1a
Torsion Moment 1.00 0.00 1.00 Width (200 or 0.3H) = 0.20 Width use is ok Sec. 18.6.2.1b
Service Moment 38.43 76.25 53.32
SUMMARY CALCULATIONS
Design for Flexural Reinforcement Design for Stirrups
Used Maximum Vu = 71.36 kN Legs = 2
Top Moment Left Mid Right
The Beam Section is Adequate
Mu (kN.m) = 0 0 0 The Beam Section is Adequate @50mm @2●Height
β1 value = 0.85 0.85 0.85 Distance = 69.26 kN 47.53 kN
Remarks = Doubly! Doubly! Doubly! Applied Force, Vu = 58.43 kN 58.43 kN Sec. 9.6.3.1
ρmax = 0.00907 0.00968 0.00907 Concrete Strength, φVc= 233.71 kN 233.71 kN
ρmin = 0 0 0 Concrete Strength, Vs max= 292.14 kN 292.14 kN
ρused = 0.00588 0.00588 0.00588 Vmax =
● Compute Area Reinforcement 14.44 kN 0 kN
Reduction Fac = 0.9 0.9 0.9
Vs = 155.81 kN 155.81 kN
Neutral Axis = 49.9 64.5 49.9 Table 9.7.6.2.2
Vs = 170 mm 170 mm Table 9.7.6.2.2
a= 42.42 54.83 42.42
Spacing_max = 157.08 mm² 157.08 mm²
Tensile Strain = 0.0176 0.0129 0.0176
Av_used = 0.15 mm²/m 0 mm²/m
ΦMn (kN.m) = 50.03 52.39 50.03 Av/S_req = 308.83 mm²/m 308.83 mm²/m
Table 9.6.3.3a
Av/S_min1 = 380.43 mm²/m 380.43 mm²/m
Table 9.6.3.3b
Av/S_min2 = 380.43 mm²/m 380.43 mm²/m
Bot Moment Left Mid Right
Av/S_used = 412.9 mm 412.9 mm
Mu (kN.m) = 49.7 98.66 49.7 S_req = 100 mm 150 mm
β1 value = 0.85 0.85 0.85
10mm : 1@50mm 10@100mm 6@150mm REST @ 250mm O.C. TO C.L.
Remarks = Doubly! Doubly! Doubly!
ρmax = 0.00907 0.02101 0.00907
ρmin = 0.00507 0.00507 0.00507
ρused = 0.00588 0.01439 0.00588 Design for Torsion Reinforcements
Reduction Fac = 0.9 0.9 0.9 Tc = 2.95 < 1 kN-m, not to be considered!
Neutral Axis = 49.9 72.3 49.9 Total(Av+t)= 1 <= Av+t(prov) = 157.08 mm², O.K.
Total(Av+t)min= 57.07 <= Av+t(prov) = 157.08 mm², O.K.
a= 42.42 61.45 42.42
Tensile Strain = 0.0176 0.0105 0.0176
ΦMn (kN.m) = 50.03 101.73 50.03
Check Minimum according to Sec. 18.6.3
a.) 1. Least 2 at both top and bot
2. Min bar 3 (0.25*√fc)*bd/fy
3 1.4*bd/fy
3. Max bar 13 0.025*bd
b.) Positive moment at joint face shall be at least one half the negative ...
Design for Crack Control Exposure Condition = Dry Air or with Protective Membrane/ Coating
Left Mid Right
Mcr = 22.73 kN-m 22.73 kN-m 22.73 kN-m
Remark = Beam is cracking! Beam is cracking! Beam is cracking!
Crack Width = 0.243 mm 0.167 mm 0.337 mm
Table 4.1 = Crack width is ok Crack width is ok Crack width is ok
Table 4.2 = Since dt = 16mm < 25mm, ok! Since dt = 16mm < 25mm, ok! Since dt = 16mm < 16mm, ok!
Table 4.3 = Since S = 100mm < 250mm, ok! Since S = 100mm < 250mm, ok! Since S = 100mm < 150mm, ok!
