Project Name: 3-Storey Commercial BLDG Design by:
Owner: Mark: B2
Location: Daan Sarile Cabanatuan City N.E. Date: 06/29/2022
Check by: Mark Christian D. Esguerra
DESIGN OF CONCRETE BEAM Structural Excell Program
Material Properties: Left Mid Right
Concrete f'c = 20.7 MPa
Reinforcing fy = 414 MPa
Stirrup fy = 276 MPa
Beam Data
Span type = Simply supported
Span Length = 1.9 m
width, b = 0.2 m
height, h = 0.4 m
flexure bar Ø = 16 mm
shear bar Ø = 10 mm Layer 1 = 2 Layer 1 = 2 Layer 1 = 2
Torsion bar Ø = 16 mm Layer 2 = 0 2 pcs Layer 2 = 0 2 pcs Layer 2 = 0 2 pcs
Top
Top
Top
Layer 3 = 0 Layer 3 = 0 Layer 3 = 0
Stress Result (Any FEA or Frame Analysis)
Ratio = 0 Ratio = 0 Ratio = 0
Moment Left Mid Right
Layer 1 = 2 Layer 1 = 3 Layer 1 = 2
TB [kN-m] 0 0 0
Layer 2 = 0 2 pcs Layer 2 = 0 3 pcs Layer 2 = 0 2 pcs
Bot
Bot
Bot
BB [kN-m] 0 9.74 0
Layer 3 = 0 Layer 3 = 0 Layer 3 = 0
Left Mid Right Ratio = 0 Ratio = 0.141 Ratio = 0
Shear 18.7 0 18.82 ● Check Minimum Depth of Beam
Torsion 3.21 0 3.21 Depth = 0.12 Depth use is ok Table 9.3.1.1
4xDepth = 1.36 Depth use is ok Sec. 18.6.2.1a
ServiceMoment 0 7.45 0 Width (200 or 0.3h) = 0.2 Width use is ok Sec. 18.6.2.1b
SUMMARY CALCULATIONS
Design for Flexural Reinforcement Design for Stirrups
Used Maximum Vu = 18.82 kN Legs = 2
Top Moment Left Mid Right
The Beam Section is Adequate
Mu (kN.m) = 0 0 0
Distance = @50mm @2●Height
β1 value = 0.85 0.85 0.85
Applied Force, Vu = 17.33 kN 2.74 kN
Remarks = Doubly! Doubly! Doubly! Sec. 9.6.3.1
Concrete Strength, φVc= 38.67 kN 38.67 kN
ρmax = 0.00873 0.00873 0.00873
Concrete Strength, Vs max= 154.69 kN 154.69 kN
ρmin = 0 0 0
Vmax = 193.36 kN 193.36 kN
ρused = 0.00588 0.00588 0.00588
S_used = 100 mm 150 mm
Reduction Fac = 0.9 0.9 0.9
Neutral Axis = 57.2 57.4 57.2
a= 48.62 48.79 48.62
Tensile Strain = 0.0149 0.0149 0.0149
ΦMn (kN.m) = 47.7 47.71 47.7
Bot Moment Left Mid Right
Mu (kN.m) = 0 9.74 0
β1 value = 0.85 0.85 0.85
Remarks = Doubly! Doubly! Doubly!
ρmax = 0.00873 0.01289 0.00873 10mm : 1@50mm 10@100mm 5@150mm REST @ 250mm O.C. TO C.L.
ρmin = 0 0.00163 0
Design for Torsion Reinforcements
ρused = 0.00588 0.00882 0.00588
Tc = 1.52 < 3.21 kN-m, must consider torsion!
Reduction Fac = 0.9 0.9 0.9
Tumax = 7.6 >= Tu = 3.21 kN-m, O.K.
Neutral Axis = 57.2 71.2 57.2
Atprov = 78.54 (Av+t(used)-Av(req'd))/2
a= 48.62 60.52 48.62
Atreq'd = 0.02 <= At(prov) = 78.42 mm², O.K.
Tensile Strain = 0.0149 0.0114 0.0149
Atreq'd = 15.33 <= At(prov) = 78.42 mm², O.K.
ΦMn (kN.m) = 47.7 69.12 47.7
Alreq'd = 0.08 < Al(min) = 294.86 mm², thus use Al(min)
Almin = 294.86 >= Al(req'd) = 0.08 mm², thus use Al(min)
● Check Minimum according to Sec. 18.6.3
a.) 1. Least 2 at both top and bot Alprov = 804.25 add'l web bars are not required!
Total(Av+t)= 0.29 <= Av+t(prov) = 157.08 mm², O.K.
2. Min bar 1 (0.25*√fc)*bd/fy
Total(Av+t)min= 38.04 <= Av+t(prov) = 157.08 mm², O.K.
2 1.4*bd/fy
3. Max bar 9 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 = 15.04 kN-m 15.04 kN-m 15.04 kN-m
Remark = Beam is not cracking! Beam is not cracking! Beam is not cracking!
Crack Width = 0 mm 0 mm 0.003 mm
Table 4.1 = Crack width is ok Crack width is ok Crack width is ok
Table 4.2 = Since dt = 16mm < 32mm, ok! Since dt = 16mm < 32mm, ok! Since dt = 16mm < 32mm, ok!
Table 4.3 = Since S = 100mm < 300mm, ok! Since S = 100mm < 300mm, ok! Since S = 100mm < 300mm, ok!
