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Examples to ACI, AISC and ASCE - VCmaster

Examples to ACI, aisc and ASCEI nteractive Calculation Templates to US : 1 Examples to ACI, aisc and Calculation Templates to US codesACI 318-11 NOTHING BEATS A GREAT TEMPLATEP refaceContentInteractive design aids in accordance to US codes ACI 318-11, AISC 14th edition and ASCE-7-10 Guidelines of useAfter installing a free trial or demo version the interactive templates will be available free of charge. The only requirement is a registration at Examples provided have been created using VCmaster . All annotated and illustrated design aids can be used as a basis to create own templates. In order to do this a full version of VCmaster is templates are linked to various databases by TAB()- or SEL() functions. For instructional purposes these links are displayed in this document, but can also be hidden when is VCmaster ? VCmaster is a software application for technical documentation specifically designed for engineers. The unique software concept integrates all structural design and CAD software.

Examples to ACI, AISC and ASCE Interactive Calculation Templates to US codes U.S. Page: 3 Chapter 2: Foundation Design 92 Reinforcement of Shallow Foundation 92

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Transcription of Examples to ACI, AISC and ASCE - VCmaster

1 Examples to ACI, aisc and ASCEI nteractive Calculation Templates to US : 1 Examples to ACI, aisc and Calculation Templates to US codesACI 318-11 NOTHING BEATS A GREAT TEMPLATEP refaceContentInteractive design aids in accordance to US codes ACI 318-11, AISC 14th edition and ASCE-7-10 Guidelines of useAfter installing a free trial or demo version the interactive templates will be available free of charge. The only requirement is a registration at Examples provided have been created using VCmaster . All annotated and illustrated design aids can be used as a basis to create own templates. In order to do this a full version of VCmaster is templates are linked to various databases by TAB()- or SEL() functions. For instructional purposes these links are displayed in this document, but can also be hidden when is VCmaster ? VCmaster is a software application for technical documentation specifically designed for engineers. The unique software concept integrates all structural design and CAD software.

2 Universal interfaces guarantee easy data transfer, so that the output of all programs can be its functions for documentation, VCmaster offers an intuitive concept enabling engineers to carry out calculations. The input of mathematic formulas can be executed in natural notation directly in the document itself. The software significantly supports the reuse of structural calculations and documents. VCmaster simplifies modifications and adjustments and automates standard tasks. Collaboration with work-groups or with other offices and clients is uncomplicated as well. As a result, processing time and costs can be considerably RequirementsVCmaster 2017 or newerDevelopment and CopyrightsVCmaster has been developed in Germany VCmaster is a registered trademark All templates are made in the Veit Christoph GmbH Design Aids for Structural EngineersExamples to ACI, aisc and ASCEI nteractive Calculation Templates to US : 2 ContentsChapter 1.

3 Concrete Design4 Corbel Design4 Precast Spandrel Beam for Combined Shear and Torsion7 Beam Ledge Design11 Rectangular Section with Tension Reinforcement14 Rectangular Section with Compression Reinforcement16 Shear Reinforcement for Section Subject to Q & N19 Shear Reinforcement for Section Subject to Q & T22 Deflection of Shored Composite Section24 Flexural Design of Flanged Section28 Cracking Moment Strength for Prestressed Sections31 Flexural Strength of Prestressed Member32 Tension Controlled Limit for Prestressed Flexural Member34 Prestress Losses36 Punching Shear Reinforcement on Slab39 One Way Joist41 Two-Way Slab Analyzed by the Direct Design Method47 Development Length of Bars in Tension50 Group of Headed Studs in Tension Near an Edge52 Shear Strength of Slab at Column Support54 Simple Span Deep Beam by Strut-and-Tie Model56 Continuous Deep Beam by Strut-and-Tie Model60 Transfer of Horizontal Force at Base of Column65 Bearing Wall by Empirical Method67 Shear Design of Wall70 Shear Friction73 Single Adhesive Anchor in Tension75 Single Headed Anchor Bolt in Tension77 Single Headed Anchor Bolt in Shear Near an Edge79 Deflection of Simple Beam81 Shear Reinforcement for Section Subject to Q & M84 Shear Reinforcement at Opening87 Horizontal Shear for Composite Slab and Precast Beam90 Interactive Design Aids for Structural EngineersExamples to ACI, aisc and ASCEI nteractive Calculation Templates to US : 3 Chapter 2: Foundation Design92 Reinforcement of Shallow Foundation92 Depth of Shallow Foundation95 Depth for Pile Cap98 Slab on Grade101 Chapter 3.

4 Steel Design102W-Shapes in Strong Axis Bending, Braced at Some Points102W-Shape in Strong Axis Bending, Continuously Braced106W-Shape in Minor Axis Bending109W-Shape Subjected to Tension Force and Bending Moments112W-Shapes in Axial Compression117WT-Shapes in Axial Compression120 Built-Up W-Shapes with Slender Elements124W-Shapes Subjected to Compression and Bending128W-Shape Subjected to P and M including the Second Order Effect134 HSS-Shape in Strong Axis Bending140W-Shape Subjected to Tension Force in a Bolted Connection143WT-Shape Subjected to Tension Force in Welded Connections146 Interior Panel of Built-Up Girder with Transverse Stiffeners149 End Panel of Built-Up Girder with Transverse Stiffeners151 Composite Beam Subjected to Bending153 Chapter 4: Connection Design159 Base Plate Subjected to Concentric Loading159 Base Plate Subjected to Small Eccentricity161 Base Plate Subjected to Large Eccentricity164 Shear Lug167 Fillet Weld Subjected to Longitudinal Shear Force169 Bolts in Bearing Type Connection Subjected to T & V171 Slip Critical Connection with Short-Slotted Holes173 Chapter 5: Design Loads175 Wind load for Solid Freestanding Walls & Signs175 Snow Loads for Flat Roof178 Snow Loads for Sloped Roof179 Seismic Base Shear180 Interactive Design Aids for Structural EngineersChapter 1: Concrete DesignCorbel DesignACI 318 Page: 4 Chapter 1.

5 Concrete DesignACI 318 Design of Corbel as per ACI 318-11 Chapter 11 Corbel DesignavhVuNucdcoAh23 dAscSystemCorbel Width, b= inCorbel Height, h= inConcrete Cover, co= inCorbel Depth, d==-h inDistance from Column Face to Vertical Load, av= inLoadUltimate Vertical Load, Vu= kipsUltimate Horizontal Load, Nuc= kipsMaterial PropertiesConcrete Strength, f'c=5000 psiYield Strength of Reinforcement, fy=60000 psiShear Strength Reduction Factor (According to of ACI318), = Modification Factor for Lightweight Concrete, Factor (According to of ACI318), = * = Design Aids for Structural EngineersChapter 1: Concrete DesignCorbel DesignACI 318 Page: 5 Check Vertical Load CapacityVn1= *f'c*b*d/1000= KipsVn2=(480+ *f'c)*b*d/1000= KipsVn3=1600*b*d/1000= KipsNominal Vertical Capacity (According to of ACI318), Vn= MIN(Vn1; Vn2; Vn3)= KipsVertical Load Capacity=IF(Vu> Vn;"Not Pass";"Pass")=PassDetermine Shear Friction Reinforcement (Avf)Required Area of Reinforcement for Shear Friction (According to of ACI318),Avf=/ Vu1000 fy = in Determine Direct Tension Reinforcement (An)Minimum Horizontal Force on Corbel, Nuc_min= Vu= KipsHorizontal Force on Corbel, Nuc_act=MAX (Nuc ; Nuc_min)= kipsRequired Area of Reinforcement for Direct Tension (According to of ACI318),An=/*Nuc_act 1000 * fy= in Determine Flexural Reinforcement (Af)Mu=Vu*av+Nuc_act*(h-d)= kip*inRequired Area of Reinforcement for Flexural (According to of ACI318),Af=/ Mu1000 fy d= in Determine Primary Tension Reinforcement (Asc)Required Area of Reinforcement for Primary Tension (According to of ACI318),Asc=MAX ((2/3 * Avf) + An ; Af + An)= in2 Minimum Area of Reinforcement for Primary Tension (According to of ACI318),Asc_min=* */f'cfy*b d= in Asc_Req=MAX (Asc; Asc_min)= in Provided Reinforcement, Bar=SEL("ACI/Bar".)

6 Bar; )= Area of Bar Reinforcement, Asb= TAB("ACI/Bar"; Asb; Bar=Bar)= in2 Number of Provided Bars, n=2 Provided Area of Reinforcement, Asc_Prov= n * Asb= in2 Check Validity=IF(Asc_Prov Asc_Req; "Valid"; "Invalid")=ValidInteractive Design Aids for Structural EngineersChapter 1: Concrete DesignCorbel DesignACI 318 Page: 6 Determine Horizontal Reinforcement (Ah)Required Area of Reinforcement for Horizontal Shear (According to of ACI318),Ah_Req= *(Asc_Prov-An)= in Provided Reinforcement, Bar=SEL("ACI/Bar"; Bar; )= Area of Bar Reinforcement, Asb= TAB("ACI/Bar"; Asb; Bar=Bar)= in2 Number of Provided Bars, n=6 Provided Area of Reinforcement, Ah_Prov= n * Asb= in2 Check Validity=IF(Ah_Prov Ah_Req; "Valid"; "Invalid")=ValidDistribute in two-thirds of Effective Corbel Depth adjacent to AscDesign SummaryArea of Reinforcement for Primary Tension Asc=Asc_Prov= in Area of Reinforcement for Horizontal Shear, Ah=Ah_Prov= in Distribute in two-thirds of Effective Corbel Depth adjacent to AscInteractive Design Aids for Structural EngineersChapter 1: Concrete DesignPrecast Spandrel Beam for Combined Shear and TorsionACI 318 Page.

7 7 Design Precast Spandrel Beam for Combined Shear and Torsion as per ACI 318-11 Chapter 11 Precast Spandrel Beam for Combined Shear and TorsionbhbLhLA'vAlAscSystemWidth of Beam, b= inHeight of Beam, h= inWidth of Beam Ledge, bL= inHeight of Beam Ledge, hL= inConcrete Cover, co= inConcrete Cover to Center of Stirrup, co'= inEffective Depth of Beam, d=-h co= inLoadUltimate Bending Moment, Mu= kip*ftUltimate Torsional Moment, Tu= kip*ftUltimate Shear Force, Vu= kipsMaterial PropertiesConcrete Strength, f'c=5000 psiYield Strength of Reinforcement, fy=60000 psiYield Strength of Stirrups Reinforcement, fyt=60000 psiShear Strength Reduction Factor (According to of ACI318), s= Tension Strength Reduction Factor (According to of ACI318), t= Modification Factor for Lightweight Concrete, Factor (According to of ACI318), = * = Design Aids for Structural EngineersChapter 1: Concrete DesignPrecast Spandrel Beam for Combined Shear and TorsionACI 318 Page: 8 Determine Concrete Cracking TorqueArea Enclosed by Outside Perimeter of Spandrel Beam Including the Ledge,Acp=b * h + bL * hL=896 in2 Outside Perimeter of Spandrel Beam Including the Ledge,Pcp=2 * (b + bL + h)=144 inConcrete Cracking Torque, Tcr=*4* * f'c/Acp2 Pcp12000= kip*ftTorsional Moment should be:IF(Tu< s*Tcr/4;"Neglected";"Checked")= CheckedCalculation of Torsion ReinforcementArea Enclosed by Centerline of The Outermost Closed Transverse Torsional Reinforcement (According to of ACI318),Aoh=(h-2*co')*(b-2*co')+(bL)*(hL -2*co')= in2Ao= *Aoh= in2 Angle of Compression Diagonal Struts (According to of ACI318), = 45 oRequired Area for Torsion Shear per Stirrups Spacing (According to Eq.)

8 11-20, 21 of ACI318),A'vt=*Tu12000*2* s*Ao*fyt /1tan = in2 per inCalculation of Shear ReinforcementNominal Shear Strength Provided by Concrete (According to of ACI318) Vc=*2* * f'c*b d1000= kipsNominal Shear Strength Provided by Reinforcement (According to of ACI318) Vs=Vu/ s Vc= kipsRequired Area for Direct Shear per Stirrups Spacing (According to Eq. 11-1, 2 of ACI318),A'vs=*Vs1000*fytd= in2 per inInteractive Design Aids for Structural EngineersChapter 1: Concrete DesignPrecast Spandrel Beam for Combined Shear and TorsionACI 318 Page: 9 Calculation of Combined Shear and Torsion ReinforcementTotal Required Area for Torsion & Shear per Stirrups Spacing (According to of ACI318),A'v=A'vt+A'vs/2= in2 per in per legProvided Reinforcement, Bar=SEL("ACI/Bar"; Bar; )= Reinforcement, Asb=TAB("ACI/Bar"; Asb; Bar=Bar)= in2 Required Stirrups Spacing, s_Req=Asb/A'v= inProvided Stirrups Spacing, s_Prov= inCheck Validity=IF(s_Prov s_Req; "Valid"; "Invalid")=ValidPerimeter of Stirrups, Ph=+*2 +-b*2 co'-h*2 co'*2 bL= inMaximum Stirrups Spacing Due to Torsion (According to of ACI318),smax_t=MIN(Ph/8; 12)= inMaximum Stirrups Spacing Due to Shear (According to of ACI318),smax_v=MIN(d/2; 24)= inMaximum Stirrups Spacing, smax=MIN(smax_t; smax_v)= inCheck Validity=IF(s_Prov smax.

9 "Valid"; "Invalid")=ValidCalculation of Longitudinal Torsion ReinforcementRequired Area of Longitudinal Torsion Reinforcement (According to of ACI318),Al_i=**A'vtPhtan 2fytfy= in2 Minimum Area of Longidudinal Torsion Reinforcement (According to of ACI318),Al_min=-*5* f'cAcpfy*A'vt*Phfytfy= in2Al_Req=MAX( Al_i ; Al_min)= in2 Provided Reinforcement, Bar=SEL("ACI/Bar"; Bar; )= Reinforcement, Asb=TAB("ACI/Bar"; Asb; Bar=Bar)= in2 Number of Bars, n=12 Provided Longitudinal Reinforcement, Al_Prov=Asb * n= in2 Check Validity=IF(Al_Prov Al_Req; "Valid"; "Invalid")=ValidInteractive Design Aids for Structural EngineersChapter 1: Concrete DesignPrecast Spandrel Beam for Combined Shear and TorsionACI 318 Page: 10 Calculation of Required Flexural ReinforcementRn=*Mu*12 1000* t*b d2=530 psi =** f'cfy -1 -1*2 Rn* f'c= of Flexural Reinforcement, As= *b*d= in2 Calculation of Total Bottom Reinforcement at Mid-SpanPercentage of Torsional Reinforcement Concentrated on Bottom Side, Per=16 %Total Area of Bottom Reinforcement at Mid-Span,Asc_Req=+*Al_Req/Per 100 As= in2 Provided Reinforcement, Bar=SEL("ACI/Bar"; Bar; )= Reinforcement, Asb=TAB("ACI/Bar"; Asb; Bar=Bar)= in2 Number of Bars, n=5 Total Area of Bottom Reinforcement, Asc_Prov= Asb * n= in2 Check Validity=IF(Asc_Prov Asc_Req; "Valid".

10 "Invalid")=ValidDesign SummaryTotal Required Area for Torsion & Shear per Stirrups Spacing,A'v=A'v= in2 per in per legProvided Stirrups Spacing, s_Prov= s_Prov= inProvided Longitudinal Reinforcement, Al_Prov= Al_Prov= in2 Total Area of Bottom Reinforcement, Asc_Prov= Asc_Prov= in2 Interactive Design Aids for Structural EngineersChapter 1: Concrete DesignBeam Ledge DesignACI 318 Page: 11 Design of Beam Ledge as per ACI 318-11 Chapters 9 & 11 Beam Ledge DesignbhbLLcodhLLWbwPuaSAscAhSystemWidth of Beam, b= inHeight of Beam, h= inWidth of Beam Ledge, bL= inHeight of Beam Ledge, hL= inConcrete Cover, co= inWidth of Bearing Pad, W= inLength of Bearing Pad, L= inThickness of Bearing Pad, tb= inGap Spacing, as= inShear Spacing, av=2/3 * L + as= inFlexural Spacing, af=av + co= inEffective Width According to Shear Requirements, bws=W + 4 * av= inEffective Width According to Flexural Requirements, bwf= W + 5 * af= inEffective Depth of Beam Ledge, dL=-hLco= inLoadDead Load, PD= kipsLive Load, PL= kipsService Load, P=PD + PL= kipsUltimate Load, Pu= * PD + * PL= kipsInteractive Design Aids for Structural EngineersChapter 1: Concrete DesignBeam Ledge DesignACI 318 Page.


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