Beam Design Myles

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Reinforced concrete beam design of special moment frames for seismic engineering

Transcript of Beam Design Myles

1(A2-A)

fy=420N/mm2=60916PSIfc'=40N/mm2=5802PSIL=1.0414m41in

1)Check proposed beam dimensions

b=150mm

d=L/26+300=405mm

Proposed Column Width=200mm

Checksb/d=0.3703703704OKb>250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=350mm

1a2-700.5a+0=0

a=0or700.5=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T10Dia=9.5mmArea =71mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=130313961.317647Nmm=130.3kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=65156980.6588235Nmm=65.2kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =65156980.6588235Nmm=65.2kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=0.374015748inch

Ldh=fy*db/(65*fc')=4.60inch=117mm

Ldh=8*db=2.9921259843inch=76mm

Ldh=117mm

Bottom Steeldb=0.374015748inch

Ldh=fy*db/(65*fc')=4.60inch=117mm

Ldh=8*db=2.9921259843inch=76mm

Ldh=117mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=18.34kN/mwL=1.44kN/m

wU=24.312kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=328.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=341.4kNOR-316.0kN=341.4kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=6

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=277.6kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=87mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=24.76=24760000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+10788.6710239651=0

a=16.1395809176or668.4604190824=16mm

As*fy=0.85*fc'*b*a

As=196mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.38So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=14.22=14220000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+6196.0784313726=0

a=9.0876595565or681.8123404435=9mm

As*fy=0.85*fc'*b*a

As=110mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.39So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=19.69kN/mwL=1.44kN/m

wU=25.932kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=82.6kNm

Sidesway to the Left Shear

ML/L=82.6kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=213.9kNOR-116.4kN=213.9kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=150.1kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=161mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=33.29=33290000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+14505.4466230937=0

a=21.8880099358or662.7119900642=22mm

As*fy=0.85*fc'*b*a

As=266mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.52So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=6.83=6830000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+2976.0348583878=0

a=4.3346710545or686.5653289455=4mm

As*fy=0.85*fc'*b*a

As=53mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.19So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=22.53kN/mwL=1.44kN/m

wU=29.34kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=91.9kNm

Sidesway to the Left Shear

ML/L=91.9kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=233.3kNOR-134.2kN=233.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=169.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=142mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=18.21kN/mwL=1.44kN/m

wU=24.156kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=354.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=366.3kNOR-343.0kN=366.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=302.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=80mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=7.79kN/mwL=1.44kN/m

wU=11.652kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=328.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=334.8kNOR-322.6kN=334.8kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=271.0kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=89mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=51.13=51130000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+22278.8671023965=0

a=34.2571086722or650.3428913278=34mm

As*fy=0.85*fc'*b*a

As=416mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.82So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=7.73=7730000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+3368.1917211329=0

a=4.9099718405or685.9900281595=5mm

As*fy=0.85*fc'*b*a

As=60mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.21So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=14.11kN/mwL=1.44kN/m

wU=19.236kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=82.6kNm

Sidesway to the Left Shear

ML/L=82.6kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=201.3kNOR-129.0kN=201.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=137.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=176mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=50.24=50240000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+21891.0675381264=0

a=33.6282933894or650.9717066106=34mm

As*fy=0.85*fc'*b*a

As=408mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.80So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=5.52=5520000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+2405.2287581699=0

a=3.4990185102or687.4009814898=3mm

As*fy=0.85*fc'*b*a

As=42mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.15So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=15.61kN/mwL=1.44kN/m

wU=21.036kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=91.9kNm

Sidesway to the Left Shear

ML/L=91.9kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=219.3kNOR-148.2kN=219.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=155.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=155mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=7.53kN/mwL=1.44kN/m

wU=11.34kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=354.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=360.1kNOR-349.2kN=360.1kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=296.3kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=82mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=7.79kN/mwL=1.44kN/m

wU=11.652kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=328.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=334.8kNOR-322.6kN=334.8kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=271.0kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=89mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=51.13=51130000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+22278.8671023965=0

a=34.2571086722or650.3428913278=34mm

As*fy=0.85*fc'*b*a

As=416mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.82So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=7.73=7730000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+3368.1917211329=0

a=4.9099718405or685.9900281595=5mm

As*fy=0.85*fc'*b*a

As=60mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.21So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=14.11kN/mwL=1.44kN/m

wU=19.236kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=82.6kNm

Sidesway to the Left Shear

ML/L=82.6kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=201.3kNOR-129.0kN=201.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=137.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=176mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=35.12=35120000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+15302.8322440087=0

a=23.1347485142or661.4652514858=23mm

As*fy=0.85*fc'*b*a

As=281mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.55So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=5.33=5330000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+2322.440087146=0

a=3.3779865104or687.5220134896=3mm

As*fy=0.85*fc'*b*a

As=41mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.14So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=11.8kN/mwL=1.44kN/m

wU=16.464kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=91.9kNm

Sidesway to the Left Shear

ML/L=91.9kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=211.6kNOR-155.9kN=211.6kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=147.8kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=163mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0NmmConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=7.53kN/mwL=1.44kN/m

wU=11.34kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=354.7kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=360.1kNOR-349.2kN=360.1kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=296.3kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=82mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=17.18=17180000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+7485.8387799564=0

a=11.1150800232or673.4849199768=11mm

As*fy=0.85*fc'*b*a

As=135mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.26So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=1.57=1570000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+684.0958605664=0

a=0.9915748752or689.9084251248=1mm

As*fy=0.85*fc'*b*a

As=12mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.04So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=18.34kN/mwL=1.44kN/m

wU=24.312kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=174.6kNm

Sidesway to the Left Shear

ML/L=174.6kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=370.7kNOR-327.5kN=370.7kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=306.9kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=79mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=39.11=39110000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+17041.394335512=0

a=25.8700777984or658.7299222016=26mm

As*fy=0.85*fc'*b*a

As=314mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.62So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=13.25=13250000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+5773.4204793028=0

a=8.4599674757or682.4400325243=8mm

As*fy=0.85*fc'*b*a

As=103mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.36So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=18.34kN/mwL=1.44kN/m

wU=24.312kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=76.4kNm

Sidesway to the Left Shear

ML/L=76.4kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=202.1kNOR-103.3kN=202.1kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=138.3kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=175mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=18.34kN/mwL=1.44kN/m

wU=24.312kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=210.6kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=230.3kNOR-190.8kN=230.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=166.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=145mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=12.34=12340000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+5376.9063180828=0

a=7.9463194731or676.6536805269=8mm

As*fy=0.85*fc'*b*a

As=96mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.19So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0.27=270000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+117.6470588235=0

a=0.1703228668or690.7296771332=0mm

As*fy=0.85*fc'*b*a

As=2mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.01So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=16.97kN/mwL=1.44kN/m

wU=22.668kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=174.6kNm

Sidesway to the Left Shear

ML/L=174.6kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=369.3kNOR-329.0kN=369.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=305.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=79mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=26.81=26810000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+11681.917211329=0

a=17.5118031876or667.0881968124=18mm

As*fy=0.85*fc'*b*a

As=213mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.42So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=10.02=10020000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+4366.0130718954=0

a=6.378194289or684.521805711=6mm

As*fy=0.85*fc'*b*a

As=77mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.27So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=20.59kN/mwL=1.44kN/m

wU=27.012kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=76.4kNm

Sidesway to the Left Shear

ML/L=76.4kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=207.6kNOR-97.9kN=207.6kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=143.8kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=168mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=16.97kN/mwL=1.44kN/m

wU=22.668kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=210.6kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=229.0kNOR-192.1kN=229.0kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=165.2kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=146mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=17.56=17560000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+7651.4161220044=0

a=11.3651516114or673.2348483886=11mm

As*fy=0.85*fc'*b*a

As=138mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.27So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=35.95=35950000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+15664.4880174292=0

a=23.4698539or667.4301461=23mm

As*fy=0.85*fc'*b*a

As=285mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =1.00So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=20.2kN/mwL=1.44kN/m

wU=26.544kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=93.3kNm

Sidesway to the Left Shear

ML/L=93.3kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=230.7kNOR-142.4kN=230.7kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=166.9kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=145mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=68.79=68790000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+29973.8562091503=0

a=47.0112704642or637.5887295358=47mm

As*fy=0.85*fc'*b*a

As=571mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =1.12So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=12.05=12050000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+5250.5446623094=0

a=7.6850553452or683.2149446548=8mm

As*fy=0.85*fc'*b*a

As=93mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.33So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=19.64kN/mwL=1.44kN/m

wU=25.872kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=112.1kNm

Sidesway to the Left Shear

ML/L=112.1kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=260.0kNOR-188.4kN=260.0kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=196.2kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=123mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=9.52kN/mwL=1.44kN/m

wU=13.728kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=313.4kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=320.9kNOR-305.9kN=320.9kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=257.1kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=94mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=9.62=9620000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+4191.7211328976=0

a=6.1786396744or678.4213603256=6mm

As*fy=0.85*fc'*b*a

As=75mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.15So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=13.81=13810000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+6017.4291938998=0

a=8.8222036045or682.0777963955=9mm

As*fy=0.85*fc'*b*a

As=107mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.38So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=11.85kN/mwL=1.44kN/m

wU=16.524kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=93.3kNm

Sidesway to the Left Shear

ML/L=93.3kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=214.0kNOR-159.1kN=214.0kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=150.2kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=161mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0167901235

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=29.14=29140000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+12697.1677559913=0

a=19.0785244697or665.5214755303=19mm

As*fy=0.85*fc'*b*a

As=232mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.45So we will use2barsArea Provided, Asp = 1020mm2

Asp*fy=0.85*fc'*b*aa=84mm

Mn=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mn>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0168

>min ?OK3fc'/fy>0.0038OK

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 84mma at External Support = 84mmAsp at Internal Support = 1020mm2Asp at External Support = 1020mm2

Mni=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

Mne=*Asp*fy*(d'-a/2)=115783668Nmm=115.8kNm

positive Mni =Mni/2=57891834Nmm=57.9kNm

positive Mne =Mne/2=57891834Nmm=57.9kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=3.47=3470000NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+1511.9825708061=0

a=2.1954007166or688.7045992834=2mm

As*fy=0.85*fc'*b*a

As=27mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.09So we will use4barsArea Provided, Asp = 1136mm2

Asp*fy=0.85*fc'*b*aa=94mm

Mnmid=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mnmid>MuOK

min=1.4/fy=0.0033

=Asp/bd=0.0187

>min ?OK3fc'/fy>0.0038OK

positive Mnmid=Mnmid/2=64126401.4588235Nmm=64.1kNm

positive Mni =57891834Nmm=57.9kNmpositive Mne =57891834Nmm=57.9kNm

positive Mnmid>positive Mni &positive Mne ?OK

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=11.29kN/mwL=1.44kN/m

wU=15.852kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=105mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=155187900Nmm=155.2kNm

Sidesway to the Right Shear

MR/L=102.7kNm

Sidesway to the Left Shear

ML/L=102.7kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=229.3kNOR-181.4kN=229.3kN

(MR+ML)/L >VU/2 ?NO

IF YES, VC =0

bW=5.905511811

IF NO, VC =2fc'*bw*d=14344.3kips=63.8kN

VS=VU - VC=165.5kN

Stirrup Spacing

Rebar Size Selected=T10Area=71mm2Area of 2 legs=142mm2fy=420N/mm2

s=(AV*fy*d)/VS=146mm

9)Check Stirrup Spacing

s250 mm?FAILbMuOK

3)Check Limits on the Area of Steel, As

min=1.4/fy=0.0033

=Asp/bd=0.0186995885

>min ?OK3fc'/fy>0.0038OK

4)Calculate As at External Supports and Check Limits

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=342mm

1a2-684.6a+0=0

a=0or684.6=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T25Dia=25.4mmArea =510mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mn>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

5)Calculate the Minimum Positive Moment Strengths that must exist at the Internal and External Supports

a at Internal Support = 94mma at External Support = 0mmAsp at Internal Support = 1136mm2Asp at External Support = 0mm2

Mni=*Asp*fy*(d'-a/2)=128252802.917647Nmm=128.3kNm

Mne=*Asp*fy*(d'-a/2)=126900167.717647Nmm=126.9kNm

positive Mni =Mni/2=64126401.4588235Nmm=64.1kNm

positive Mne =Mne/2=63450083.8588235Nmm=63.5kNm

6)Calculate +As (Bottom Main Rebar) Near Beams MidSpan

Mu=*0.85*fc'*b*a*(d'-a/2)

=0.9Mu=0=0NmmObtained from Structural AnalysisConc Cover =40mmStirrup=10mmd'=345mmObtained from Structure Analysis

1a2-690.9a+0=0

a=0or690.9=0mm

As*fy=0.85*fc'*b*a

As=0mm2

Select Area of proposed bars T19Dia.=19.1mmArea =284mm2Rebars Required =0.00So we will use0barsArea Provided, Asp = 0mm2

Asp*fy=0.85*fc'*b*aa=0mm

Mnmid=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Mnmid>MuFAIL

min=1.4/fy=0.0033

=Asp/bd=0.0000

>min ?FAIL3fc'/fy>0.0038FAIL

positive Mnmid=Mnmid/2=0Nmm=0.0kNm

positive Mni =64126401.4588235Nmm=64.1kNmpositive Mne =63450083.8588235Nmm=63.5kNm

positive Mnmid>positive Mni &positive Mne ?Additional Rebar is Needed

7)Calculate and Check the Required Anchorage Lengths for the Main Rebars that End in the External Columns, Ldh

Top Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

Bottom Steeldb=1inch

Ldh=fy*db/(65*fc')=12.30inch=313mm

Ldh=8*db=8inch=203.2mm

Ldh=313mm

8)Calculate Seismic Shear Rebar

wU=1.2wD + 1.6wL

wD=8.04kN/mwL=1.44kN/m

wU=11.952kN/m

Sidesway to the Right Negative Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Right Positive Moment, Internal Support

Asp*1.25*fy =0.85*fc'*b*aa=116.9411764706mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=171154521.176471Nmm=171.2kNm

Sidesway to the Left Negative Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Left Positive Moment, External Support

Asp*1.25*fy =0.85*fc'*b*aa=0mm=1fy=525N/mm2

Mn=*Asp*fy*(d'-a/2)=0Nmm=0.0kNm

Sidesway to the Right Shear

MR/L=313.4kNm

Sidesway to the Left Shear

ML/L=0.0kNm

Calculate the Seismic Shear

Vu=wUL/2 (MR + ML)/L=319.9kNOR-306.9kN=319.9kN

(MR+ML)/L