Beam Design - 1
35
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS A. PROJECT INFORMATION Project Name : METROGATE SAN JOSE GATE San Jose Del Monte, Bulacan Beam Designation : FTB-2 Designed by : B. MATERIAL DATA Concrete compressive strength, f'c = 20.70 Mpa Yield strength for main bar, fy = 276.00 Mpa Yield strength for secondary bar, fy = 227.60 Mpa Size for main bar = 16.00 mm Size for secondary bar = 10.00 mm "Beta 1" = 0.85 Concrete cover = 40.00 mm C. DESIGN LOAD CALCULATIONS Computed ultimate moment = 30.05 kN-m Computed ultimate shear = 6.20 kN Consider seismic design ? YES D. DESIGN FOR BENDING Designed beam height, h = 500.00 mm Designed beam width, b = 170.00 mm Calc. minimum steel ratio = 0.00507 Calc. balanced steel ratio = 0.03711 Calc. steel ratio = 0.00375 4/3 Calc. steel ratio = 0.00500 Preferred steel ratio = 0.00507 Max. allowed steel ratio = 0.01856 ( 50% of Bal. steel ratio ) Remarks on beam section SINGLY-REINFORCED = N/A = N/A = N/A Calc. total steel area, Ast = 363.04 sq. mm Required total no. of bars = 1.81 pcs. "Designed no. of rebars" = 4.00 pcs. No. of layers = 2.00 layers Calc. beam total bending capacity = 76.69 kN-m Remarks on bending design SAFE !!! Bar spacing status BUNDLED ! E. DESIGN OF COMPRESSION STEEL Calc. value of "a" = N/A Calc. value of "c" = N/A Calc. value of "fs'" = N/A Adopt value of "fs'" = N/A Calc. req'd. area of compression steel = N/A Required total no. of bars = N/A "Designed no. of rebars" = N/A F. DESIGN FOR SHEAR Concrete shear strength, 0.85Vc = 48.43 kN Nominal shear strength for stirrups, Vs = -42.23 kN Req'd. max. stirrup spacing = 630.91 mm Req'd. stirrup spacing = -318.06 mm Spacing limitations NSCP Sect. 5.11.5.4.1 Max. allowable max. absolute value = 600.00 mm Beam depth / 2 = 210.50 mm Max. allowable computed value = 765.07 mm NSCP Sect. 5.11.5.4.3 Max. allowable max. absolute value = N/A 0.50*(beam depth / 2 ) = N/A "Stirrups spaced" 1 @ 50.00 mm 10 @ 100.00 mm Calc. steel area, A S1 Calc. bending capacity, M U1 Calc. steel area, A S2
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Transcript of Beam Design - 1
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : METROGATE SAN JOSE GATE
San Jose Del Monte, Bulacan Beam Designation : FTB-2
Designed by :B. MATERIAL DATA
Concrete compressive strength, f'c = 20.70 MpaYield strength for main bar, fy = 276.00 Mpa
Yield strength for secondary bar, fy = 227.60 MpaSize for main bar = 16.00 mm
Size for secondary bar = 10.00 mm"Beta 1" = 0.85
Concrete cover = 40.00 mmC. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 30.05 kN-mComputed ultimate shear = 6.20 kN
Consider seismic design ? YESD. DESIGN FOR BENDING
Designed beam height, h = 500.00 mmDesigned beam width, b = 170.00 mm
Calc. minimum steel ratio = 0.00507Calc. balanced steel ratio = 0.03711
Calc. steel ratio = 0.003754/3 Calc. steel ratio = 0.00500Preferred steel ratio = 0.00507
Max. allowed steel ratio = 0.01856 ( 50% of Bal. steel ratio )Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 363.04 sq. mmRequired total no. of bars = 1.81 pcs."Designed no. of rebars" = 4.00 pcs.
No. of layers = 2.00 layersCalc. beam total bending capacity = 76.69 kN-m
Remarks on bending design SAFE !!!Bar spacing status BUNDLED !
E. DESIGN OF COMPRESSION STEELCalc. value of "a" = N/ACalc. value of "c" = N/A
Calc. value of "fs'" = N/AAdopt value of "fs'" = N/A
Calc. req'd. area of compression steel = N/ARequired total no. of bars = N/A"Designed no. of rebars" = N/A
F. DESIGN FOR SHEARConcrete shear strength, 0.85Vc = 48.43 kN
Nominal shear strength for stirrups, Vs = -42.23 kNReq'd. max. stirrup spacing = 630.91 mm
Req'd. stirrup spacing = -318.06 mm Spacing limitations
NSCP Sect. 5.11.5.4.1 Max. allowablemax. absolute value = 600.00 mm
Beam depth / 2 = 210.50 mmMax. allowable computed value = 765.07 mm
NSCP Sect. 5.11.5.4.3 Max. allowablemax. absolute value = N/A
0.50*(beam depth / 2 ) = N/A"Stirrups spaced" 1 @ 50.00 mm
10 @ 100.00 mm
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
REST @ 300.00 mm
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RG-1Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 25.00Size for Main Bar = 490.88
Size for secondary bar = 25.00Stirrup Bar Cross-sectional Area = 490.88
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 265.16Computed ultimate shear = 98.80
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 600.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 522.50Calc. d' = 77.50
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 2.69794Calc. steel ratio = 0.00689
4/3 Calc. steel ratio = 0.00919Preferred steel ratio = 0.00689
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 1,370.38Required total no. of bars = 2.79"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 1,963.50Calc. Final Effective Depth = 497.00
Calc. Value of "a" = 97.02Calc. beam total bending capacity = 332.87
Remarks on bending design SAFE !!!Bar spacing status OKAY !
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
F. DESIGN FOR SHEARConcrete shear strength, Vc = 174.17
Shear strength for stirrups, Vs = 50.67Vc/2 = 87.08
Req'd stirrups spacing = 261.25
Minimum area of shear reinforcement, Av = 981.75Req'd maximum stirrup spacing = 3092.51
"Stirrups spaced" 1 @ 50.0012 @ 100.00
REST @ 200.00
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs. 3pcs.layers
sq. mmmmmmkN-m
KnKnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RG-2Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 25.00Size for Main Bar = 490.88
Size for secondary bar = 25.00Stirrup Bar Cross-sectional Area = 490.88
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 441.69Computed ultimate shear = 680.79
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 600.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 522.50Calc. d' = 77.50
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 4.49407Calc. steel ratio = 0.01216
4/3 Calc. steel ratio = 0.01622Preferred steel ratio = 0.01216
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 2,417.78Required total no. of bars = 4.93"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 1,963.50Calc. Final Effective Depth = 497.00
Calc. Value of "a" = 97.02Calc. beam total bending capacity = 332.87
Remarks on bending design REVISE SECTION !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 174.17
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 676.82Vc/2 = 87.08
Req'd stirrups spacing = 130.63
Minimum area of shear reinforcement, Av = 981.75Req'd maximum stirrup spacing = 3092.51
"Stirrups spaced" 1 @ 50.0012 @ 100.00
REST @ 200.00
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs. 5pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RG-2Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 25.00Size for Main Bar = 490.88
Size for secondary bar = 25.00Stirrup Bar Cross-sectional Area = 490.88
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 60.36Computed ultimate shear = 89.76
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 700.00Designed beam width, b = 300.00
Calc. Initial Effective Depth = 622.50Calc. d' = 77.50
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 0.57691Calc. steel ratio = 0.00139
4/3 Calc. steel ratio = 0.00186Preferred steel ratio = 0.00139
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 249.44Required total no. of bars = 0.51"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 1,963.50Calc. Final Effective Depth = 597.00
Calc. Value of "a" = 129.36Calc. beam total bending capacity = 395.09
Remarks on bending design SAFE !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 155.63
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 43.43Vc/2 = 77.81
Req'd stirrups spacing = 311.25
Minimum area of shear reinforcement, Av = 981.75Req'd maximum stirrup spacing = 4123.35
"Stirrups spaced" 1 @ 50.0014 @ 100.00
REST @ 200.00
TOP BARS
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RB-1Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 16.00Size for Main Bar = 201.06
Size for secondary bar = 16.00Stirrup Bar Cross-sectional Area = 201.06
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 22.30Computed ultimate shear = 19.48
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 500.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 436.00Calc. d' = 64.00
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 0.32586Calc. steel ratio = 0.00078
4/3 Calc. steel ratio = 0.00104Preferred steel ratio = 0.00078
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 129.79Required total no. of bars = 0.65"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 804.25Calc. Final Effective Depth = 415.00
Calc. Value of "a" = 39.74Calc. beam total bending capacity = 120.12
Remarks on bending design SAFE !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 145.33
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 120.98Vc/2 = 72.67
Req'd stirrups spacing = 109.00
Minimum area of shear reinforcement, Av = 402.12Req'd maximum stirrup spacing = 1266.69
"Stirrups spaced" 1 @ 50.0010 @ 100.00
REST @ 200.00
TOP BARS
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RB-2Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 16.00Size for Main Bar = 201.06
Size for secondary bar = 16.00Stirrup Bar Cross-sectional Area = 201.06
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 14.98Computed ultimate shear = 19.29
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 500.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 436.00Calc. d' = 64.00
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 0.21890Calc. steel ratio = 0.00052
4/3 Calc. steel ratio = 0.00070Preferred steel ratio = 0.00052
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 86.97Required total no. of bars = 0.43"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 804.25Calc. Final Effective Depth = 415.00
Calc. Value of "a" = 39.74Calc. beam total bending capacity = 120.12
Remarks on bending design SAFE !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 145.33
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 121.22Vc/2 = 72.67
Req'd stirrups spacing = 109.00
Minimum area of shear reinforcement, Av = 402.12Req'd maximum stirrup spacing = 1266.69
"Stirrups spaced" 1 @ 50.0010 @ 100.00
REST @ 200.00
TOP BARS
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RB-3Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 16.00Size for Main Bar = 201.06
Size for secondary bar = 16.00Stirrup Bar Cross-sectional Area = 201.06
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 47.83Computed ultimate shear = 22.06
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 500.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 436.00Calc. d' = 64.00
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 0.69892Calc. steel ratio = 0.00169
4/3 Calc. steel ratio = 0.00226Preferred steel ratio = 0.00169
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 280.94Required total no. of bars = 1.40"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 804.25Calc. Final Effective Depth = 415.00
Calc. Value of "a" = 39.74Calc. beam total bending capacity = 120.12
Remarks on bending design SAFE !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 145.33
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 117.76Vc/2 = 72.67
Req'd stirrups spacing = 109.00
Minimum area of shear reinforcement, Av = 402.12Req'd maximum stirrup spacing = 1266.69
"Stirrups spaced" 1 @ 50.0010 @ 100.00
REST @ 200.00
TOP BARS
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : AL SAMRIYAH RESORT
Beam Designation : RB-3Designed by : RCC
B. MATERIAL DATAConcrete compressive strength, f'c = 25.00
Yield strength for main bar, fy = 420.00Yield strength for secondary bar, fy = 420.00
Size for main bar = 16.00Size for Main Bar = 201.06
Size for secondary bar = 16.00Stirrup Bar Cross-sectional Area = 201.06
"m" = 19.76"Beta 1" = 0.90
Concrete cover = 40.00C. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 43.29Computed ultimate shear = 20.99
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 500.00Designed beam width, b = 400.00
Calc. Initial Effective Depth = 436.00Calc. d' = 64.00
Calc. minimum steel ratio = 0.00333Calc. balanced steel ratio = 0.02679
75% of Calc. Balanced Steel Ratio = 0.0200950% of Calc. Balanced Steel Ratio = 0.01339
Rn = 0.63258Calc. steel ratio = 0.00153
4/3 Calc. steel ratio = 0.00204Preferred steel ratio = 0.00153
Max. allowed steel ratio = 0.02009Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 253.85Required total no. of bars = 1.26"Designed no. of rebars" = 4.00
No. of layers = 2.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 804.25Calc. Final Effective Depth = 415.00
Calc. Value of "a" = 39.74Calc. beam total bending capacity = 120.12
Remarks on bending design SAFE !!!Bar spacing status OKAY !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 145.33
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Shear strength for stirrups, Vs = 119.10Vc/2 = 72.67
Req'd stirrups spacing = 109.00
Minimum area of shear reinforcement, Av = 402.12Req'd maximum stirrup spacing = 1266.69
"Stirrups spaced" 1 @ 50.0010 @ 100.00
REST @ 200.00
TOP BARS
MpaMpaMpammsq. mmmmsq. mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
Kn
KnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : HERITAGE LOFTED
Beam Designation : B-1Designed by : LRBuenaventura Jr.
B. MATERIAL DATAConcrete compressive strength, f'c = 20.70
Yield strength for main bar, fy = 276.00Yield strength for secondary bar, fy = 227.60
Size for main bar = 16.00
Size for Main Bar = 201.06Size for secondary bar = 8.00
Stirrup Bar Cross-sectional Area = 50.27"m" = 15.69
"Beta 1" = 0.85Concrete cover = 30.00
C. DESIGN LOAD CALCULATIONSComputed ultimate moment = 39.10
Computed ultimate shear = 39.70Consider seismic design ? NO
D. DESIGN FOR BENDINGDesigned beam height, h = 400.00Designed beam width, b = 170.00
Calc. Initial Effective Depth = 354.00Calc. d' = 46.00
Calc. minimum steel ratio = 0.00507Calc. balanced steel ratio = 0.03711
75% of Calc. Balanced Steel Ratio = 0.0278450% of Calc. Balanced Steel Ratio = 0.01856
Rn = 2.03929Calc. steel ratio = 0.00788
4/3 Calc. steel ratio = 0.01050Preferred steel ratio = 0.00788
Max. allowed steel ratio = 0.02784Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 473.93Required total no. of bars = 2.36"Designed no. of rebars" = 3.00
No. of layers = 1.00* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 603.19Calc. Final Effective Depth = 354.00
Calc. Value of "a" = 55.66Calc. beam total bending capacity = 48.87
Remarks on bending design SAFE !!!
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
Bar spacing status BUNDLED !F. DESIGN FOR SHEAR
Concrete shear strength, Vc = 45.63Shear strength for stirrups, Vs = 3.99
Vc/2 = 22.82Req'd stirrups spacing = 177.00
Minimum area of shear reinforcement, Av = 100.53Req'd maximum stirrup spacing = 403.78
"Stirrups spaced" 1 @ 50.008 @ 100.00
REST @ 200.00
MpaMpaMpamm
mm
mm
kN-mkN
mmmmmmmm
Mpa
( 75% of Bal. steel ratio )
sq. mmpcs.pcs.layers
sq. mmmmmmkN-m
mm2
mm2
KnKnKnm
mm
mmmmmm
mm2
REINFORCED CONCRETE BEAM DESIGN CALCULATIONS
A. PROJECT INFORMATIONProject Name : HERITAGE LOFTED
Beam Designation : B-2Designed by : LRBuenaventura Jr.
B. MATERIAL DATAConcrete compressive strength, f'c = 20.70 Mpa
Yield strength for main bar, fy = 227.00 MpaYield strength for secondary bar, fy = 227.00 Mpa
Size for main bar = 12.00 mmSize for Main Bar = 113.10 sq. mm
Size for secondary bar = 8.00 mmStirrup Bar Cross-sectional Area = 50.27 sq. mm
"m" = 12.90"Beta 1" = 0.85
Concrete cover = 30.00 mmC. DESIGN LOAD CALCULATIONS
Computed ultimate moment = 17.60 kN-mComputed ultimate shear = 28.60 kN
Consider seismic design ? noD. DESIGN FOR BENDING
Designed beam height, h = 400.00 mmDesigned beam width, b = 170.00 mm
Calc. Initial Effective Depth = 356.00 mmCalc. d' = 44.00 mm
Calc. minimum steel ratio = 0.00617Calc. balanced steel ratio = 0.04780
75% of Calc. Balanced Steel Ratio = 0.0358550% of Calc. Balanced Steel Ratio = 0.02390
Rn = 0.90766 MpaCalc. steel ratio = 0.00411
4/3 Calc. steel ratio = 0.00548Preferred steel ratio = 0.00411
Max. allowed steel ratio = 0.03585 ( 75% of Bal. steel ratio )Remarks on beam section SINGLY-REINFORCED
= N/A
= N/A
= N/ACalc. total steel area, Ast = 248.57 sq. mmRequired total no. of bars = 2.20 pcs."Designed no. of rebars" = 3.00 pcs.
No. of layers = 1.00 layers* Check for beam capacity - For Singly Reinforced Beam only!!!
Calc. Actual Steel Area = 339.29 sq. mmCalc. Final Effective Depth = 356.00 mm
Calc. Value of "a" = 25.75 mmCalc. beam total bending capacity = 23.78 kN-m
Remarks on bending design SAFE !!!Bar spacing status BUNDLED !
F. DESIGN FOR SHEARConcrete shear strength, Vc = 45.89 Kn
Shear strength for stirrups, Vs = 10.14 KnVc/2 = 22.95 Kn
Req'd stirrups spacing = 178.00 m
Minimum area of shear reinforcement, Av = 100.53Req'd maximum stirrup spacing = 402.72 mm
"Stirrups spaced" 1 @ 50.00 mm8 @ 100.00 mm
REST @ 200.00 mm
Calc. steel area, AS1
Calc. bending capacity, MU1
Calc. steel area, AS2
mm2
