Structural Design SoftwareDaniel Tian Li, Ph.D.Structural Engineer (California, S.E. 4922) Chartered Structural Engineer (United Kingdom, MIStructE 020283787)

Daniel T. Li, Engineering International Inc.www.Engineering-International.com128 E. Santa Clara St. Arcadia, CA 91006, USA

Neat clear Quick-Link.xlsm

Just input green values, don't have to know Excel

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Quick Open Link TwoWaySlab.xls VoidedBiaxialSlabs.xls AnchorageToConcrete.xls AnchorageToPedestal.xls CircularColumn.xls ConcreteColumn.xls SuperCompositeColumn.xls SpecialShearWall-CBC.xls OrdinaryShearWall.xls ConcretePool.xls Corbel.xls CouplingBeam.xls DeepBeam.xls DevelopmentSpliceConcrete.xls EquipmentMounting.xls ExistingShearWall.xls Friction.xls PipeConcreteColumn.xls PT-ConcreteFloor.xls Punching.xls Slab.xls VoidedSectionCapacity.xls DiaphragmShear.xls SMRF-ACI.xls SpecialShearWall-IBC.xls SuspendedAnchorage.xls TiltupPanel.xls WallPier.xls BeamPenetration.xls ColumnSupportingDiscontinuous.xls PlateShellElement.xls TransferDiaphragm-Concrete.xls Silo-Chimney-Tower.xls ConcreteBeam.xls PerforatedShearWall.xls ShearWallOpening.xls WoodColumn.xls GreenCompositeWall.xls WoodBeam.xls CantileverBeam.xls Diaphragm-Ledger-CMUWall.xls DoubleJoist.xls DragForces.xls EquipmentAnchorage.xls LagScrewsConnection.xls Subdiaphragm.xls ToeNail.xls TopPlateConnection.xls Truss-Wood.xls WoodBoltConnection.xls WoodDiaphragm.xls WoodJoist.xls WoodShearWall.xls WoodTables.xls TransferDiaphragm-Wood.xls Wind-ASCE7-10.xls Seismic-2012IBC.xls Wind-ASCE7-05.xls PipeRiser.xls RigidDiaphragm.xls FlexibleDiaphragm.xls TwoStoryMomentFrame.xls X-BracedFrame.xls OpenStructureWind.xls RoofScreenWind.xls AxialRoofDeck.xls DeformationCompatibility.xls DiscontinuousShearWall.xls FlexibleDiaphragmOpening.xls Handrail.xls InteriorWallLateralForce.xls LateralFrameFormulas.xls LiveLoad.xls Seismic-SingleFamilyDwellings.xls ShadeStructureWind.xls ShearWallForces.xls ShearWall-NewOpening.xls ShearWallRigidity.xls Sign.xls SignWind.xls Snow.xls

www.Engineering-International.comTwo-Way Slab Design Based on ACI 318-11 using Finite Element Method Voided Two-Way Slab Design Based on ACI 318-11 Base Plate and Group Anchors Design Based on ACI 318-11 & AISC 360-10 Anchorage to Pedestal Design Based on ACI 318-11 & AISC 360-10 Circular Column Design Based on ACI 318-11 Concrete Column Design Based on ACI 318-11 Super Composite Column Design Based on AISC 360-10 & ACI 318-11 Special Concrete Shear Wall Design Based on ACI 318-11 & 2010 CBC Chapter A Ordinary Concrete Shear Wall Design Based on ACI 318-11 Concrete Pool Design Based on ACI 318-11 Corbel Design Based on IBC 09 / ACI 318-11 Coupling Beam Design Based on ACI 318-11 Deep Beam Design Based on ACI 318-11 Development & Splice of Reinforcement Based on ACI 318-11 Design for Equipment Anchorage Based on 2012 IBC & 2010 CBC Chapter A Verify Existing Concrete Shear Wall Based on ASCE 41-06 / 2010 CBC & 2012 IBC Shear Friction Reinforcing Design Based on ACI 318-11 Pipe Concrete Column Design Based on ACI 318-11 Design of Post-Tensioned Concrete Floor Based on ACI 318-11 Slab Punching Design Based on ACI 318-11 Concrete Slab Perpendicular Flexure & Shear Capacity Based on ACI 318-11 Voided Section Design Based on ACI 318-11 Concrete Diaphragm in-plane Shear Design Based on ACI 318-11 Seismic Design for Special Moment Resisting Frame Based on ACI 318-11 Special Reinforced Concrete Shear Wall Design Based on ACI 318-11 & 2012 IBC Suspended Anchorage to Concrete Based on 2012 IBC & 2010 CBC Tilt-up Panel Design based on ACI 318-11 Wall Pier Design Based on 2010 CBC & 2012 IBC Design for Concrete Beam with Penetration Based on ACI 318-11 Column Supporting Discontinuous System Based on ACI 318-11 Plate/Shell Element Design Based on ACI 318-11 Concrete Diaphragm Design for a Discontinuity of Type 4 out-of-plane offset irregularity Concrete Silo / Chimney / Tower Design Based on ASCE 7-10, ACI 318-11 & ACI 313-97 Concrete Beam Design, for New or Existing, Based on ACI 318-11 Perforated Shear Wall Design Based on IBC 09 / CBC 10 / NDS 05 Wood Shear Wall with an Opening Based on IBC 09 / CBC 10 / NDS 05 Wood Post, Wall Stud, or King Stud Design Based on NDS 2005 Composite Strong Wall Design Based on ACI 318-08, AISI S100-2007 & ER-4943P Wood Beam Design Base on NDS 2005 Wood Beam Design Base on NDS 2005 Connection Design for Wall & Diaphragm Based on IBC 09 / CBC 10 Double Joist Design for Equipment Based on NDS 05, ICC PFC-4354 & PFC-5803 Drag / Collector Force Diagram Generator Equipment Anchorage to Wood Roof Based on NDS 05 / IBC 09 / CBC 10 Lag Screw Connection Design Based on NDS 2005 Subdiaphragm Design Based on ASCE 7-05 Toe-Nail Connection Design Based on NDS 2005 Top Plate Connection Design Based on NDS 2005 Wood Truss Design Based on NDS 2005 Bolt Connection Design Based on NDS 2005 Wood Diaphragm Design Based on NDS 2005 Wood Joist Design Based on NDS 05 / NDS 01, ICC PFC-4354 & PFC-5803 Shear Wall Design Based on IBC 09 / CBC 10 / NDS 05 Tables for Wood Post Design Based on NDS 2005 Wood Diaphragm Design for a Discontinuity of Type 4 out-of-plane offset irregularity Wind Analysis Based on ASCE 7-10 Seismic Analysis Based on ASCE 7-10 Wind Analysis Based on ASCE 7-05, Including Roof Solar Panel Loads MCE Level Seismic Design for Metal Pipe/Riser Based on ASCE 7-10 & AISI S100 Rotation Analysis of Rigid Diaphragm Based on 2012 IBC / 2010 CBC Flexible Diaphragm Analysis Two Story Moment Frame Analysis using Finite Element Method X-Braced Frame Analysis using Finite Element Method Wind Analysis for Open Structure (Solar Panels) Based on ASCE 7-10 & 05 Wind Load, on Roof Screen / Roof Equipment, Based on ASCE 7-10 & 05 Axial Capacity of 1 1/2" Type "B" Roof Deck Based on ICBO ER-2078P Column Deformation Compatibility Design using Finite Element Method Discontinuous Shear Wall Analysis Using Finite Element Method Flexible Diaphragm with an Opening Analysis Handrail Design Based on AISC 360-10 & ACI 318-11 Interior Wall Lateral Forces Based on 2012 IBC / 2010 CBC Lateral Frame Formulas Live Load Reduction Based on ASCE 7-10, 2012 IBC / 2010 CBC Seismic Analysis for Family Dwellings Based on 2012 IBC / 2010 CBC Wind Analysis for Shade Open Structure Based on ASCE 7-10 & 05 Shear Wall Analysis for Shear Wall with Opening Using Finite Element Method Relative Rigidity Determination for Shear Wall with New Opening Rigidity for Shear Wall & Shear Wall with Opening Using Finite Element Method Sign Design Based on AISC 360-10, ACI 318-11, and IBC 1807.3 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-10 & 05 Snow Load Analysis Based on ASCE 7-10, 05, & UBC

Group Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Concrete Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Wood Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral

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WallLateralForce-CBC.xls WallLateralForce-IBC.xls Seismic-IBC2009.xls WindGirtDeflection.xls StorageRacks.xls Wind-Alternate.xls CeilingSeismic.xls Wind-IR16-7.xls UnitConversion.xls Aluminum-I-WF-Capacity.xls Aluminum-C-CS-Capacity.xls Aluminum-RT-Capacity.xls Aluminum-PIPE-Capacity.xls StructuralGlass.xls FreeStandingWall.xls EccentricFooting.xls Flagpole.xls MasonryRetainingWall.xls ConcreteRetainingWall.xls Masonry-Concrete-RetainingWall.xls ConcretePier.xls ConcretePile.xls PileCaps.xls PileCapBalancedLoads.xls ConventionalSlabOnGrade.xls PT-SlabOnGround.xls BasementConcreteWall.xls BasementMasonryWall.xls BasementColumn.xls MRF-GradeBeam.xls BraceGradeBeam.xls GradeBeam.xls CircularFooting.xls CombinedFooting.xls BoundarySpringGenerator.xls DeepFooting.xls FootingAtPiping.xls IrregularFootingSoilPressure.xls PAD.xls PlainConcreteFooting.xls RestrainedRetainingWall.xls RetainingWall-DSA-OSHPD.xls TankFooting.xls TemporaryFootingforRectangularTank.xls UnderGroundWell.xls StudBearingWallFooting.xls WallFooting.xls FixedMomentCondition.xls FloodWay.xls LateralEarthPressure.xls Shoring.xls CompositeElementDurability.xls MasonryShearWall-CBC.xls MasonryShearWall-IBC.xls AnchorageToMasonry.xls FlushWallPilaster-CBC.xls FlushWallPilaster-IBC.xls BearingWallOpening.xls BendingPostAtTopWall.xls DevelopmentSpliceMasonry.xls Elevator-DSA-OSHPD.xls GirderAtWall.xls HorizontalBendingWall.xls MasonryBeam.xls MasonryBearingWall-CBC.xls MasonryBearingWall-IBC.xls MasonryColumn-CBC.xls MasonryColumn-IBC.xls BeamToWall.xls CollectorToWall.xls Bridge-ConcreteGirder.xls Bridge-ConcreteColumn.xls Bridge-BoxSection.xls ConcreteTunnel.xls DoubleTee.xls BoxCulvert.xls SteelRoadPlate.xls FlangeTaperedGirder.xls BeamConnection.xls AngleCapacity.xls HSS-WF-Capacity.xls MetalStuds.xls

Lateral Force for One-Story Wall Based on 2010 CBC Lateral Force for One-Story Wall Based on 2012 IBC Seismic Analysis Based on 2009 IBC / 2010 CBC Wind Girt Deflection Analysis of Wood, Metal Stud, and/or Steel Tube Lateral Loads of Storage Racks, with Hilti & Red Head Anchorage, Based on ASCE 7-10 Wind Analysis for Alternate All-Heights Method, Based on ASCE 7-10 Suspended Ceiling Seismic Loads Based on ASCE 7-10 Wind Analysis for Enclosed Building, Based on DSA IR 16-7 (SEAOC) Unit Conversions between U.S. Customary System & Metric System Aluminum I or WF Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum C or CS Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum RT Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum PIPE Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Glass Wall/Window/Stair Design, Based on ASTM E1300, using Finite Element Method Free Standing Masonry & Conctere Wall Design Based on TMS 402-11 & ACI 318-11 Eccentric Footing Design Based on ACI 318-11 Flagpole Footing Design Based on Chapter 18 of IBC & CBC Masonry Retaining / Fence Wall Design Based on TMS 402-11 & ACI 318-11 Concrete Retaining Wall Design Based on ACI 318-11 Retaining Wall Design, for Masonry Top & Concrete Bottom, Based on TMS 402-11 & ACI 318-11 Concrete Pier (Isolated Deep Foundation) Design Based on ACI 318-11 Drilled Cast-in-place Pile Design Based on ACI 318-11 Pile Cap Design for 4, 3, 2-Piles Pattern Based on ACI 318-11 Determination of Pile Cap Balanced Loads and Reactions Design of Conventional Slabs on Expansive & Compressible Soil Grade Based on ACI 360 Design of PT Slabs on Expansive & Compressible Soil Based on PTI 3rd Edition Basement Concrete Wall Design Based on ACI 318-11 Basement Masonry Wall Design Based on TMS 402-11 Basement Column Supporting Lateral Resisting Frame Based on ACI 318-11 Grade Beam Design for Moment Resisting Frame Based on ACI 318-10 Grade Beam Design for Brace Frame Based on ACI 318-11 Two Pads with Grade Beam Design Based on ACI 318-11 & AISC 360-10 Circular Footing Design Based on ACI 318-11 Combined Footing Design Based on ACI 318-11 Mat Boundary Spring Generator Deep Footing Design Based on ACI 318-11 Design of Footing at Piping Based on ACI 318-11 Soil Pressure Determination for Irregular Footing Pad Footing Design Based on ACI 318-11 Plain Concrete Footing Design Based on ACI 318-11 Restrained Retaining Masonry & Concrete Wall Design Based on TMS 402 & ACI 318 Retaining Wall Design Based on 2010 CBC Chapter A Tank Footing Design Based on ACI 318-11 Temporary Tank Footing Design Based on ACI 318-11 Under Ground Well Design Based on ACI 350-06 & ACI 318-11 Footing Design for Stud Bearing Wall Based on 2012 IBC / ACI 318-11 Footing Design of Shear Wall Based on ACI 318-11 Fixed Moment Condition Design Based on ACI 318-11 Concrete Floodway Design Based on ACI 350-06 & ACI 318-11 Lateral Earth Pressure of Rigid Wall Based on AASHTO 17th & 2012 IBC Sheet Pile Wall Design Based on 2012 IBC / 2010 CBC / ACI 318-11 Composite Element Design Based on AISC 360-10 & ACI 318-11 Masonry Shear Wall Design Based on 2010 CBC Chapter A (both ASD and SD) Masonry Shear Wall Design Based on TMS 402-11 / 2012 IBC (both ASD and SD) Fastener Anchorage Design in Masonry Based on TMS 402-11 / 2012 IBC Masonry Flush Wall Pilaster Design Based on 2010 CBC Chapter A Masonry Flush Wall Pilaster Design Based on TMS 402-11 / 2012 IBC Design of Masonry Bearing Wall with Opening Based on TMS 402-11 Design for Bending Post at Top of Wall, Based on TMS 402-11 Development & Splice of Reinforcement in Masonry Based on TMS 402-11 / 2012 IBC & 2010 CBC Elevator Masonry Wall Design Based on 2010 CBC Chapter A & 2012 IBC Design for Girder at Masonry Wall Based on TMS 402-11 Masonry Wall Design at Horizontal Bending Based on TMS 402-11 Masonry Beam Design Based on TMS 402-11 Allowable & Strength Design of Masonry Bearing Wall Based on 2010 CBC Chapter A Allowable & Strength Design of Masonry Bearing Wall Based on TMS 402-11 / 2012 IBC Masonry Column Design Based on 2010 CBC Chapter A Masonry Column Design Based on TMS 402-11 / 2012 IBC Beam to Wall Anchorage Design Based on TMS 402-11 / 2012 IBC Collector to Wall Connection Design Based on TMS 402-11 / 2012 IBC Prestressed Concrete Girder Design for Bridge Structure Based on AASHTO 17th Edition & ACI 318-11 Bridge Column Design Based on AASHTO 17th & ACI 318-11 Bridge Design for Prestressed Concrete Box Section Based on AASHTO 17th Edition & ACI 318-11 Concrete Tunnel Design Based on AASHTO-17th & ACI 318-11 Prestressed Double Tee Design Based on AASHTO 17th Edition & ACI 318-11 Concrete Box Culvert Design Based on AASHTO 17th Edition & ACI 318-11 Steel Road Plate Design Based on AASHTO 17th Edition & AISC 360-10 using Finite Element Method Flange Tapered Plate Girder Design Based on AISC Manual 14th Edition (AISC 360-10) Beam Connection Design Based on AISC 360-2010 (AISC 360-10) Angle Steel Member Capacity Based on AISC 360-10 Tube, Pipe, or WF Member Capacity Based on AISC 360-10 Metal Member Design Based on AISI S100-07/SI-10 (2012 IBC) & ICBO ER-4943P

Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Lateral Aluminum Aluminum Aluminum Aluminum Aluminum Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Foundation Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Masonry Bridge Bridge Bridge Bridge Bridge Bridge Bridge Bridge Steel Steel Steel Steel

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SMRF-CBC.xls SCBF-Parallel.xls SCBF-Perpendicular.xls ColumnAboveBeam.xls BeamGravity.xls BeamWithTorsion.xls HSS-Torsion.xls BoltsConnection.xls BraceConnection.xls BRBF.xls BSEP-SMF.xls BoltedMomentConnection.xls ChannelCapacity.xls CompositeCollectorBeam.xls CompositeFloorBeam.xls CompositeFloorBeamWithCantilever.xls CompositeFloorGirder.xls DragConnection.xls DragForcesforBraceFrame.xls EBF-CBC.xls EBF-IBC.xls EnhancedCompositeBeam.xls EnhancedSteelBeam.xls ExteriorMetalStudWall.xls FloorDeck.xls GussetGeometry.xls MetalShearWall.xls MetalShearWallOpening.xls Metal-Z-Purlins.xls OCBF-CBC.xls OCBF-IBC.xls CantileverFrame.xls OMRF-CBC.xls OMRF-IBC.xls PlateGirder.xls RectangularSection.xls RoofDeck.xls BasePlate.xls SMRF-IBC.xls SPSW.xls SteelColumn.xls SteelStair.xls TripleW-Shapes.xls PortalFrame.xls WebTaperedFrame.xls WebTaperedGirder.xls WeldConnection.xls WF-Opening.xls MomentAcrossGirder.xls BeamSplice.xls FilledCompositeColumn.xls CellularBeam.xls DoubleAngleCapacity.xls T-ShapeCapacity.xls CantileverColumn.xls Truss-Metal.xls

Seismic Design for Special Moment Resisting Frames Based on 2010 CBC Seismic Design for Special Concentrically Braced Frames Based on CBC/IBC & AISC 341-10 Bracing Connection Design, with Perpendicular Gusset, Based on CBC/IBC & AISC 341-10 Connection Design for Column above Beam, Based on AISC Manual & AISC 360-10 Steel Gravity Beam Design Based on AISC Manual 13th Edition (AISC 360-10) WF Simply Supported Beam Design with Torsional Loading Based on AISC 360-10 HSS (Tube, Pipe) Member Design with Torsional Loading Based on AISC 360-10 Bolts Connection Design Based on AISC Manual 13th Edition Typical Bracing Connection Capacity Based on AISC 360-10 Buckling-Restrained Braced Frames Based on AISC 360-10 & AISC 341-10 Bolted Seismic Moment Connection Based on AISC 341-10, 358-10, 360-10 & FEMA-350 Bolted Non-Seismic Moment Connection Based on AISC 341-10, 358-10, 360-10 & FEMA-350 Channel Steel Member Capacity Based on AISC 360-10 Composite Collector Beam with Seismic Loads Based on 2010 CBC / 2012 IBC Composite Beam Design Based on AISC Manual 9th Composite Beam Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Composite Girder Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Drag Connection Based on AISC 360-10 & AISC 341-10 Drag / Collector Forces for Brace Frame Seismic Design for Eccentrically Braced Frames Based on 2010 CBC & AISC 341-10 Seismic Design for Eccentrically Braced Frames Based on 2012 IBC & AISC 341-10 Enhanced Composite Beam Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Enhanced Steel Beam Design Based on AISC 14th (AISC 360-10) Exterior Metal Stud Wall Design Based on AISI S100-07/SI-10 & ER-4943P Depressed Floor Deck Capacity (Non-Composite) Gusset Plate Dimensions Generator Metal Shear Wall Design Based on AISI S100-07/SI-10, ER-5762 & ER-4943P Metal Shear Wall with an Opening Based on AISI S100-07/SI-10, ER-5762 & ER-4943P Metal Z-Purlins Design Based on AISI S100-07/SI-10 Ordinary Concentrically Braced Frames Based on 2010 CBC & AISC 341-10 Ordinary Concentrically Braced Frames Based on 2012 IBC & AISC 341-10 Web-Tapered Cantilever Frame Design Based on AISC-ASD 9th, Appendix F Intermediate/Ordinary Moment Resisting Frames Based on 2010 CBC Intermediate/Ordinary Moment Resisting Frames Based on 2012 IBC Plate Girder Design Based on AISC Manual 14th Edition (AISC 360-10) Rectangular Section Member Design Based on AISC 360-10 Design of 1 1/2" Type "B" Roof Deck Based on ICBO ER-2078P Base Plate Design Based on AISC Manual 13th Edition (AISC 360-10) Special Moment Resisting Frames Based on 2012 IBC, AISC 341-10 & AISC 358-10 Seismic Design for Special Plate Shear Wall Based on AISC 341-10 & AISC 360-10 Steel Column Design Based on AISC Manual 13th Edition (AISC 360-10) Steel Stair Design Based on AISC 360-10 Simply Supported Member of Triple W-Shapes Design Based on AISC 360-10 Portal Frame Analysis using Finite Element Method Web Tapered Frame Based on AISC-ASD 9th Appendix F and/or AISC Design Guide 25 Web Tapered Girder Design Based on AISC-ASD 9th Appendix F and/or AISC Design Guide 25 Weld Connection Design Based on AISC 360-10 Check Capacity of WF Beam at Opening Based on AISC 360-10 Design for Fully Restrained Moment Connection across Girder Based on AISC 360-10 Beam Bolted Splice Design Based on AISC Manual 13th Edition (AISC 360-10) Filled Composite Column Design Based on AISC 360-10 & ACI 318-11 Cellular Beam Design Based on AISC 360-10 Double Angle Capacity Based on AISC 360-10 T-Shape Member Capacity Based on AISC 360-10 Cantilever Column & Footing Design Based on AISC 360-10, ACI 318-11, and IBC 1807.3 Light Gage Truss Design Based on AISI S100-07/SI-10 & ER-4943P

Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel Steel

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STRUCTURAL DESIGN SOFTWAREFoundation Lateral Concrete Steel Aluminum & Glass Masonry Bridge Wood Technical Support This web site provides structural design software which created using Microsoft Windows Excel 2010. Each spreadsheet contains formulas, reference code sections, and graphic drawings. The analysis results can be copied and pasted to AutoCAD. The Example is intended for re-use and is loaded with floating comments as well as ActiveX pull-down menus for variable choices. All intermediate calculations are intended for submittal with the calculations to explain the results of the input. It is free to download, by click software name, for limited version (demo only). For professional version (xls filename extension), a Package of all 220 listed software, the normal price is $1760 ($8 per software ). (What's New?) (User's Book) (Unit Conversions)

Steel Design Group1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 Beam Connection Angle Capacity HSS-WF Capacity Metal Studs SMRF - CBC SCBF-Parallel SCBF-Perpendicular Column Above Beam Beam Gravity WF Beam with Torsion HSS (Tube, Pipe) Torsion Bolts Connection Brace Connection BRBF BSEP - SMF Bolted Moment Connection Channel Capacity Composite Collector Beam Composite Floor Beam Composite Floor Beam with Cantilever Composite Floor Girder Drag Connection Drag Forces for Brace Frame EBF - CBC EBF - IBC Enhanced Composite Beam Enhanced Steel Beam Exterior Metal Stud Wall Floor Deck Gusset Geometry Metal Shear Wall Metal Shear Wall Opening Metal Z Purlins OCBF - CBC OCBF - IBC Web-Tapered Cantilever Frame OMRF - CBC OMRF - IBC Plate Girder Rectangular Section Roof Deck Base Plate SMRF - IBC SPSW Steel Column Steel Stair Triple W Shapes Portal Frame Web Tapered Frame Web Tapered Girder Weld Connection WF Opening Moment across Girder Beam Bolted Splice Filled Composite Column Cellular Beam Double Angle Capacity T-Shape Capacity Cantilever Column Metal Truss Beam Connection Design Based on AISC 360-10 Angle Steel Member Capacity Based on AISC 360-10 Tube, Pipe, or WF Member Capacity Based on AISC 360-10 Metal Member Design Based on AISI S100-07/SI-10 (2012 IBC) & ICBO ER-4943P Seismic Design for Special Moment Resisting Frames Based on 2010 CBC Seismic Design for Special Concentrically Braced Frames Based on CBC/IBC & AISC 341-10 Bracing Connection Design, with Perpendicular Gusset, Based on CBC/IBC & AISC 341-10 Connection Design for Column above Beam, Based on AISC Manual & AISC 360-10 Steel Gravity Beam Design Based on AISC Manual 14th Edition (AISC 360-10) WF Simply Supported Beam Design with Torsional Loading Based on AISC 360-10 HSS (Tube, Pipe) Member Design with Torsional Loading Based on AISC 360-10 Bolts Connection Design Based on AISC Manual 14th Edition Typical Bracing Connection Capacity Based on AISC 360-10 Buckling-Restrained Braced Frames Based on AISC 360-10 & AISC 341-10 Bolted Seismic Moment Connection Based on AISC 341-10, 358-10, 360-10 & FEMA-350 Bolted Non-Seismic Moment Connection Based on AISC 341-10, 358-10, 360-10 & FEMA-350 Channel Steel Member Capacity Based on AISC 360-10 Composite Collector Beam with Seismic Loads Based on 2010 CBC / 2012 IBC Composite Beam Design Based on AISC Manual 9th Composite Beam Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Composite Girder Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Drag Connection Based on AISC 360-10 & AISC 341-10 Drag / Collector Forces for Brace Frame Seismic Design for Eccentrically Braced Frames Based on 2010 CBC & AISC 341-10 Seismic Design for Eccentrically Braced Frames Based on 2012 IBC & AISC 341-10 Enhanced Composite Beam Design Based on AISC 360-10 / 2012 IBC / 2010 CBC Enhanced Steel Beam Design Based on AISC 14th (AISC 360-10) Exterior Metal Stud Wall Design Based on AISI S100-07/SI-10 & ER-4943P Depressed Floor Deck Capacity (Non-Composite) Gusset Plate Dimensions Generator Metal Shear Wall Design Based on AISI S100-07/SI-10, ER-5762 & ER-4943P Metal Shear Wall with an Opening Based on AISI S100-07/SI-10, ER-5762 & ER-4943P Metal Z-Purlins Design Based on AISI S100-07/SI-10 Ordinary Concentrically Braced Frames Based on 2010 CBC & AISC 341-10 Ordinary Concentrically Braced Frames Based on 2012 IBC & AISC 341-10 Web-Tapered Cantilever Frame Design Based on AISC-ASD 9th, Appendix F Intermediate/Ordinary Moment Resisting Frames Based on 2010 CBC Intermediate/Ordinary Moment Resisting Frames Based on 2012 IBC Plate Girder Design Based on AISC Manual 14th Edition (AISC 360-10) Rectangular Section Member Design Based on AISC 360-10 Design of 1 1/2" Type "B" Roof Deck Based on ICBO ER-2078P Base Plate Design Based on AISC Manual 14th Edition (AISC 360-10) Special Moment Resisting Frames Based on 2012 IBC, AISC 341-10 & 358-10 Seismic Design for Special Plate Shear Wall Based on AISC 341-10 & AISC 360-10 Steel Column Design Based on AISC Manual 14th Edition (AISC 360-10) Steel Stair Design Based on AISC 360-10 Simply Supported Member of Triple W-Shapes Design Based on AISC 360-10 Portal Frame Analysis using Finite Element Method Web Tapered Frame Design Based on AISC-ASD 9th Appendix F and/or AISC Design Guide 25 Web Tapered Girder Design Based on AISC-ASD 9th Appendix F and/or AISC Design Guide 25 Weld Connection Design Based on AISC 360-10 Check Capacity of WF Beam at Opening Based on AISC 360-10 Design for Fully Restrained Moment Connection across Girder Based on AISC 360-10 Beam Bolted Splice Design Based on AISC Manual 14th Edition (AISC 360-10) Filled Composite Column Design Based on AISC 360-10 & ACI 318-11 Cellular Beam Design Based on AISC 360-10 Double Angle Capacity Based on AISC 360-10 T-Shape Member Capacity Based on AISC 360-10 Cantilever Column & Footing Design Based on AISC 360-10, ACI 318-11, and IBC 1807.3 Light Gage Truss Design Based on AISI S100-07/SI-10 & ER-4943P

Lateral Analysis Group1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Wind - ASCE7-10 Seismic - 2012 IBC Wind - ASCE7-05 Metal Pipe/Riser Rigid Diaphragm Flexible Diaphragm Two Story Moment Frame X - Braced Frame Open Structure Wind Roof Screen/Equipment Wind Axial Roof Deck Deformation Compatibility Discontinuous Shear Wall Flexible Diaphragm Opening Hand Rail Interior Wall Lateral Force Wind Analysis Based on ASCE 7-10 Seismic Analysis Based on ASCE 7-10 Wind Analysis Based on ASCE 7-05, Including Roof Solar Panel Loads MCE Level Seismic Design for Metal Pipe/Riser Based on ASCE 7-10 & AISI S100 Rotation Analysis of Rigid Diaphragm Based on 2012 IBC / 2010 CBC Flexible Diaphragm Analysis Two Story Moment Frame Analysis using Finite Element Method X-Braced Frame Analysis using Finite Element Method Wind Analysis for Open Structure (Solar Panels) Based on ASCE 7-10 & 05 Wind Load, on Roof Screen / Roof Equipment, Based on ASCE 7-10 & 05 Axial Capacity of 1 1/2" Type "B" Roof Deck Based on ICBO ER-2078P Column Deformation Compatibility Design using Finite Element Method Discontinuous Shear Wall Analysis Using Finite Element Method Flexible Diaphragm with an Opening Analysis Handrail Design Based on AISC 360-10 & ACI 318-11 Interior Wall Lateral Forces Based on 2012 IBC / 2010 CBC

17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35

Lateral Frame Formulas Live Load Seismic - Single Family Dwellings Shade Structure Wind Shear Wall Forces Shear Wall - New Opening Shear Wall Rigidity Sign Sign Wind Snow Wall Lateral Force - CBC Wall Lateral Force - IBC Seismic - 2009 IBC Wind Girt Deflection Storage Racks Wind Alternate Method Ceiling Seismic Loads Wind - IR16-7 Tornado and Hurricane

Lateral Frame Formulas Live Load Reduction Based on ASCE 7-10, 2012 IBC / 2010 CBC Seismic Analysis for Family Dwellings Based on 2012 IBC / 2010 CBC Wind Analysis for Shade Open Structure Based on ASCE 7-10 & 05 Shear Wall Analysis for Shear Wall with Opening Using Finite Element Method Relative Rigidity Determination for Shear Wall with New Opening Rigidity for Shear Wall & Shear Wall with Opening Using Finite Element Method Sign Design Based on AISC 360-10, ACI 318-11, and IBC 1807.3 Wind Analysis for Freestanding Wall & Sign Based on ASCE 7-10 & 05 Snow Load Analysis Based on ASCE 7-10, 05, & UBC Lateral Force for One-Story Wall Based on 2010 CBC Lateral Force for One-Story Wall Based on 2012 IBC Seismic Analysis Based on 2009 IBC / 2010 CBC Wind Girt Deflection Analysis of Wood, Metal Stud, and/or Steel Tube Lateral Loads of Storage Racks, with Hilti & Red Head Anchorage, Based on ASCE 7-10 Wind Analysis for Alternate All-Heights Method, Based on ASCE 7-10 Suspended Ceiling Seismic Loads Based on ASCE 7-10 Wind Analysis for Enclosed Building, Based on DSA IR 16-7 (SEAOC) Wind Analysis for Tornado and Hurricane Based on 2012 IBC Section 423 & FEMA 361/320

Foundation Design Group1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 Free Standing Wall Eccentric Footing Flagpole Masonry Retaining Wall Concrete Retaining Wall Masonry-Concrete Retaining Wall Concrete Pier Concrete Pile Pile Caps Pile Cap Balanced Loads Conventional Slab on Grade PT-Slab on Ground Basement Concrete Wall Basement Masonry Wall Basement Column MRF-Grade Beam Brace Grade Beam Grade Beam Circular Footing Combined Footing Boundary Spring Generator Deep Footing Footing at Piping Irregular Footing Soil Pressure PAD Footing Plain Concrete Footing Restrained Retaining Wall Retaining Wall for DSA /OSHPD Tank Footing Temporary Footing for Rectangular Tank Under Ground Well Stud Bearing Wall Footing Wall Footing Fixed Moment Condition Flood Way Lateral Earth Pressure Shoring Composite Element Durability Free Standing Masonry & Conctere Wall Design Based on TMS 402-11 & ACI 318-11 Eccentric Footing Design Based on ACI 318-11 Flagpole Footing Design Based on 2012 IBC Chapter 18 Masonry Retaining / Fence Wall Design Based on TMS 402-11 & ACI 318-11 Concrete Retaining Wall Design Based on ACI 318-11 Retaining Wall Design, for Masonry Top & Concrete Bottom, Based on TMS 402-11 & ACI 318-11 Concrete Pier (Isolated Deep Foundation) Design Based on ACI 318-11 Drilled Cast-in-place Pile Design Based on ACI 318-11 Pile Cap Design for 4, 3, 2-Piles Pattern Based on ACI 318-11 Determination of Pile Cap Balanced Loads and Reactions Design of Conventional Slabs on Expansive & Compressible Soil Grade Based on ACI 360 Design of PT Slabs on Expansive & Compressible Soil Based on PTI 3rd Edition Basement Concrete Wall Design Based on ACI 318-11 Basement Masonry Wall Design Based on TMS 402-11 Basement Column Supporting Lateral Resisting Frame Based on ACI 318-11 Grade Beam Design for Moment Resisting Frame Based on ACI 318-11 Grade Beam Design for Brace Frame Based on ACI 318-11 Two Pads with Grade Beam Design Based on ACI 318-11 & AISC 360-10 Circular Footing Design Based on ACI 318-11 Combined Footing Design Based on ACI 318-11 Mat Boundary Spring Generator Deep Footing Design Based on ACI 318-11 Design of Footing at Piping Based on ACI 318-11 Soil Pressure Determination for Irregular Footing Pad Footing Design Based on ACI 318-11 Plain Concrete Footing Design Based on ACI 318-11 Restrained Retaining Masonry & Concrete Wall Design Based on TMS 402 & ACI 318 Retaining Wall Design Based on 2010 CBC Chapter A Tank Footing Design Based on ACI 318-11 Temporary Tank Footing Design Based on ACI 318-11 Under Ground Well Design Based on ACI 350-06 & ACI 318-11 Footing Design for Stud Bearing Wall Based on 2012 IBC / ACI 318-11 Footing Design of Shear Wall Based on ACI 318-11 Fixed Moment Condition Design Based on ACI 318-11 Concrete Floodway Design Based on ACI 350-06 & ACI 318-11 Lateral Earth Pressure of Rigid Wall Based on AASHTO 17th & 2012 IBC Sheet Pile Wall Design Based on 2012 IBC / 2010 CBC / ACI 318-11 Composite Element Design Based on AISC 360-10 & ACI 318-11

Masonry Design Group1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 Masonry Shear Wall - CBC Masonry Shear Wall - IBC Anchorage to Masonry Flush Wall Pilaster - CBC Flush Wall Pilaster - IBC Bearing Wall Opening Bending Post at Top Wall Development Splice Masonry Elevator for DSA / OSHPD Girder at Wall Horizontal Bending Wall Masonry Beam Masonry Bearing Wall - CBC Masonry Bearing Wall - IBC Masonry Column - CBC Masonry Column - IBC Beam to Wall Collector to Wall Masonry Shear Wall Design Based on 2010 CBC Chapter A (both ASD and SD) Masonry Shear Wall Design Based on TMS 402-11 / 2012 IBC (both ASD and SD) Fastener Anchorage Design in Masonry Based on TMS 402-11 / 2012 IBC Masonry Flush Wall Pilaster Design Based on 2010 CBC Chapter A Masonry Flush Wall Pilaster Design Based on TMS 402-11 / 2012 IBC Design of Masonry Bearing Wall with Opening Based on TMS 402-11 Design for Bending Post at Top of Wall, Based on TMS 402-11 Development & Splice of Reinforcement in Masonry Based on TMS 402-11 / 2012 IBC & 2010 CBC Elevator Masonry Wall Design Based on 2010 CBC Chapter A & 2012 IBC Design for Girder at Masonry Wall Based on TMS 402-11 Masonry Wall Design at Horizontal Bending Based on TMS 402-11 Masonry Beam Design Based on TMS 402-11 Allowable & Strength Design of Masonry Bearing Wall Based on 2010 CBC Chapter A Allowable & Strength Design of Masonry Bearing Wall Based on TMS 402-11 / 2012 IBC Masonry Column Design Based on 2010 CBC Chapter A Masonry Column Design Based on TMS 402-11 / 2012 IBC Beam to Wall Anchorage Design Based on TMS 402-11 / 2012 IBC Collector to Wall Connection Design Based on TMS 402-11 / 2012 IBC

Bridge Design Group1 2 3 4 5 6 7 8 Bridge Concrete Girder Bridge Concrete Column Bridge Box Section Concrete Tunnel Double Tee Concrete Box Culvert Steel Road Plate Flange Tapered Girder Prestressed Concrete Girder Design for Bridge Structure Based on AASHTO 17th Edition & ACI 318-11 Bridge Column Design Based on AASHTO 17th & ACI 318-11 Bridge Design for Prestressed Concrete Box Section Based on AASHTO 17th Edition & ACI 318-11 Concrete Tunnel Design Based on AASHTO-17th & ACI 318-11 Prestressed Double Tee Design Based on AASHTO 17th Edition & ACI 318-11 Concrete Box Culvert Design Based on AASHTO 17th Edition & ACI 318-11 Steel Road Plate Design Based on AASHTO 17th Edition & AISC 360-10 using Finite Element Method Flange Tapered Plate Girder Design Based on AISC Manual 14th Edition (AISC 360-10)

Concrete Design Group1 2 3 4 Two Way Slab Voided Biaxial Slab Anchorage to Concrete Anchorage to Pedestal Two-Way Slab Design Based on ACI 318-11 using Finite Element Method Voided Two-Way Slab Design Based on ACI 318-11 Base Plate and Group Anchors Design Based on ACI 318-11 & AISC 360-10 Anchorage to Pedestal Design Based on ACI 318-11 & AISC 360-10

5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34

Circular Column Concrete Column Super Composite Column Special Shear Wall - CBC Ordinary Shear Wall Concrete Pool Corbel Coupling Beam Deep Beam Concrete Development & Splice Equipment Mounting Existing Shear Wall Friction Pipe Concrete Column PT-Concrete Floor Punching Concrete Slab Voided Section Capacity Concrete Diaphragm SMRF - ACI Special Shear Wall - IBC Suspended Anchorage Tiltup Panel Wall Pier Beam Penetration Column Supporting Discontinuous Plate Shell Element Transfer Diaphragm - Concrete Silo/Chimney/Tower Design Concrete Beam

Circular Column Design Based on ACI 318-11 Concrete Column Design Based on ACI 318-11 Super Composite Column Design Based on AISC 360-10 & ACI 318-11 Special Concrete Shear Wall Design Based on ACI 318-11 & 2010 CBC Chapter A Ordinary Concrete Shear Wall Design Based on ACI 318-11 Concrete Pool Design Based on ACI 318-11 Corbel Design Based on 2012 IBC / ACI 318-11 Coupling Beam Design Based on ACI 318-11 Deep Beam Design Based on ACI 318-11 Development & Splice of Reinforcement Based on ACI 318-11 Design for Equipment Anchorage Based on 2012 IBC & 2010 CBC Chapter A Verify Existing Concrete Shear Wall Based on ASCE 41-06 / 2010 CBC / 2012 IBC Shear Friction Reinforcing Design Based on ACI 318-11 Pipe Concrete Column Design Based on ACI 318-11 Design of Post-Tensioned Concrete Floor Based on ACI 318-11 Slab Punching Design Based on ACI 318-11 Concrete Slab Perpendicular Flexure & Shear Capacity Based on ACI 318-11 Voided Section Design Based on ACI 318-11 Concrete Diaphragm in-plane Shear Design Based on ACI 318-11 Seismic Design for Special Moment Resisting Frame Based on ACI 318-11 Special Reinforced Concrete Shear Wall Design Based on ACI 318-11 & 2012 IBC Suspended Anchorage to Concrete Based on 2012 IBC & 2010 CBC Tilt-up Panel Design based on ACI 318-11 Wall Pier Design Based on 2010 CBC & 2012 IBC Design for Concrete Beam with Penetration Based on ACI 318-11 Column Supporting Discontinuous System Based on ACI 318-11 Plate/Shell Element Design Based on ACI 318-11 Concrete Diaphragm Design for a Discontinuity of Type 4 out-of-plane offset irregularity Concrete Silo / Chimney / Tower Design Based on ASCE 7-10, ACI 318-11 & ACI 313-97 Concrete Beam Design, for New or Existing, Based on ACI 318-11

Wood Design Group1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Perforated Shear Wall Shear Wall Opening Wood Column Green Composite Wall Wood Beam Cantilever Beam Diaphragm-Ledger-CMU Wall Double Joist Drag Forces Equipment Anchorage Lag Screws Connection Subdiaphragm Toe Nail Top Plate Connection Wood Truss Wood Bolt Connection Wood Diaphragm Wood Joist Wood Shear Wall Wood Design Tables Transfer Diaphragm - Wood Perforated Shear Wall Design Based on 2009 IBC / 2010 CBC / NDS 05 Wood Shear Wall with an Opening Based on 2009 IBC / 2010 CBC / NDS 05 Wood Post, Wall Stud, or King Stud Design Based on NDS 2005 Composite Strong Wall Design Based on ACI 318-08, AISI S100-2007 & ER-4943P Wood Beam Design Base on NDS 2005 Wood Beam Design Base on NDS 2005 Connection Design for Wall & Diaphragm Based on 2009 IBC / 2010 CBC Double Joist Design for Equipment Based on NDS 05, ICC PFC-4354 & PFC-5803 Drag / Collector Force Diagram Generator Equipment Anchorage to Wood Roof Based on NDS 05 / 2009 IBC / 2010 CBC Lag Screw Connection Design Based on NDS 2005 Subdiaphragm Design Based on ASCE 7-05 Toe-Nail Connection Design Based on NDS 2005 Top Plate Connection Design Based on NDS 2005 Wood Truss Design Based on NDS 2005 Bolt Connection Design Based on NDS 2005 Wood Diaphragm Design Based on NDS 2005 Wood Joist Design Based on NDS 05 / NDS 01, ICC PFC-4354 & PFC-5803 Shear Wall Design Based on 2009 IBC / 2010 CBC / NDS 05 Tables for Wood Post Design Based on NDS 2005 Wood Diaphragm Design for a Discontinuity of Type 4 out-of-plane offset irregularity

Aluminum & Glass Design1 2 3 4 5 Aluminum I or WF Member Aluminum C or CS Member Aluminum RT Member Aluminum PIPE Member Structural Glass Aluminum I or WF Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum C or CS Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum RT Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Aluminum PIPE Member Capacity Based on Aluminum Design Manual 2010 (ADM-I) Glass Wall/Window/Stair Design, Based on ASTM E1300, using Finite Element Method

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PROJECT : CLIENT : JOB NO. :

DATE :

PAGE : DESIGN BY : REVIEW BY :

Pad Footing Design Based on ACI 318-08INPUT DATACOLUMN WIDTH COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH FOOTING CONCRETE STRENGTH REBAR YIELD STRESS AXIAL DEAD LOAD AXIAL LIVE LOAD c1 c2 b1 b2 fc' fy PDL PLL = = = = = = = = = = = = = = = = = # 5 5 16 16 2.5 60 25 4.5 1 -6 0 0.11 2 12 2.5 3 4 5 in in in in ksi ksi k k Seismic,SD k, SD ksf kcf ft in ksf ft ft

DESIGN SUMMARYFOOTING WIDTH FOOTING LENGTH FOOTING THICKNESS LONGITUDINAL REINF. TRANSVERSE REINF. 3 4 B L T # # = = = 5 5 3.00 4.00 12 @ @ ft ft in 15 14 in o.c. in o.c.

LATERAL LOAD (0=WIND, 1=SEISMIC) PLAT SEISMIC AXIAL LOAD SURCHARGE SOIL WEIGHT FOOTING EMBEDMENT DEPTH FOOTING THICKNESS ALLOW SOIL PRESSURE FOOTING WIDTH FOOTING LENGTH BOTTOM REINFORCING qs ws Df T Qa B L

THE PAD DESIGN IS ADEQUATE.

ANALYSISDESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-08 SEC.9.2.1) CASE 1: DL + LL P = 30 kips CASE 2: DL + LL + E / 1.4 P = 25 kips CASE 3: 0.9 DL + E / 1.4 P = 18 kips CHECK SOIL BEARING CAPACITY (ACI 318-08 SEC.15.2.2) CASE 1 P + q S + (0.15 w S )T = q MAX = 2.50 ksf,1.2 DL + 1.6 LL 1.2 DL + 1.0 LL + 1.0 E 0.9 DL + 1.0 E Pu Pu Pu = = = 37 29 17 kips kips kips

BL

CASE 2 2.14 ksf,

CASE 3 1.56 ksf [Satisfactory]

q MAX

F = 1.6 / 0.9 = 9.2 MLAT + VLAT T - PLATL2 =(0.15 kcf) T B L = ws (Df - T) B L = PDLL2 + 0.5 (Pftg + Psoil) L = 28.7 16.80 12.32

1.78 17 k-ft

[Satisfactory]

k, footing weight k, soil weight 152 k-ft

FOR REVERSED LATERAL LOADS, MR / MO = Where MO = MR =

>

F = 1.6 / 0.9 14 402 k-ft k-ft

[Satisfactory]

MLAT + VLAT Df - PLATL1 = PDLL1 + 0.5 (Pftg + Psoil) L =

CHECK SLIDING (IBC 09 1807.2.3) 1.5 (VLat, ASD) = Where ` = 3.75 0.4 kips

__< W = 26.72 kips

[Satisfactory]

Page 16 of 524 533

(cont'd)

CHECK SOIL BEARING CAPACITY (ACI 318-08 SEC.15.2.2)Service Loads P e qs B L (0.15-ws)T B L P eL eB qL qmax qallow Where CASE 1 54.5 2.5 11.2 4.5 70.2 1.9 1.6 30.0 3.0 3.0 CASE 2 55.8 3.0 11.2 4.5 71.5 2.3 1.6 40.2 4.0 4.0 CASE 3 55.2 2.7 11.2 4.5 70.8 2.1 1.6 33.4 3.3 4.0

k ft (from center of footing) k, (surcharge load) k, (footing increased) k ft ft k / ft ksf ksf

> L/6 < B/6

> L/6 < B/6

> L/6 < B/6

( P )qL =

6 1+ eL L L , for e L 6 L 2 ( P ) L , for e L > 3(0.5L e L) 6

q MAX

6e q L 1+ B B , = B 2q L , 3(0.5B e B )

for e B

B 6 B for e B > 6

[Satisfactory]

DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318-08 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.2)

( Pu )qu,MAX =

L , for eu 6 L , for eu > 3B(0.5L eu) 6BL 2 ( Pu )

1+

6eu L

MAX =

0.85 1 f 'c fy

u u +t

=

0.85 f c 1 1 '

Mu ' 0.383b d 2 f c

MIN = MIN 0.0018

fy

T 4 , d 3

FACTORED SOIL PRESSURE Factored Loads CASE 1 Pu eu qs B L [0.15T + ws(Df - T)]BL Pu eu qu, max 67.2 2.5 17.9 34.9 120.1 1.4 2.381 > L/6

CASE 2 66.1 2.9 11.2 34.9 112.2 1.7 2.630 > L/6

CASE 3 46.6 3.1 0.0 26.2 72.8 2.0 2.002 > L/6 k ft k, (factored surcharge load) k, (factored footing & backfill loads) k ft ksf

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 0.25 L1 0.50 L1 0.75 L1 ColL 0 Section Xu (ft, dist. from left of footing) Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) Mu (ft-k) Vu (kips) 0 0 0 2.56 0 0 4.99 0 0 1.50 0 0.0 2.56 -2.9 3.8 4.99 -5.6 7.5 3.00 0 0.0 2.56 -11.5 7.7 4.99 -22.5 15.0 4.50 0 0.0 2.56 -25.9 11.5 4.99 -50.5 22.5 5.56 0 0.0 2.56 -39.6 14.2 4.99 -77.2 27.8

ColR 6.44 -29.4 67.2 2.56 -53.0 16.5 4.99 -103.4 32.1

0.25 L2 0.50 L2 0.75 L2 6.25 -16.8 67.2 2.56 -50.0 16.0 4.99 -97.5 31.2 2.13 6.50 -33.6 67.2 2.56 -54.1 16.6 4.99 -105.5 32.4 2.21 272.8 -120.3 79.7 -4.0 6.75 -50.4 67.2 2.56 -58.3 17.3 4.99 -113.7 33.7 2.30 262.9 -120.4 40.5 -2.2

L 7.00 -67.2 67.2 2.56 -62.7 17.9 4.99 -122.3 34.9 2.38 252.2 -120.1 0 0

0.00 0

0

0

0

__0.51 1.02 1.53 1.89 2.19 189.5 -48.2 288.9 -84.1 316.3 302.3 275.2 -107.8 239.8 -73.8 -117.2 185.5 -75.2 -120.3 89.3 -4.5 181.1 -36.9 254.9 -61.5

282.0

-120.0 117.7 -5.6

Page 17 of 524 533

(cont'd) FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 0.25 L1 0.50 L1 0.75 L1 ColL 0 Section Xu (ft, dist. from left of footing) Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) Mu (ft-k) Vu (kips) 0 0 0 1.60 0 0 4.99 0 0 0.00 0 0 0 0 1.50 0 0.0 1.60 -1.8 2.4 4.99 -5.6 7.5 0.00 0.0 0.0 -7.4 9.9 3.00 0 0.0 1.60 -7.2 4.8 4.99 -22.5 15.0 1.13 261.9 -84.2 232.2 -64.4 4.50 0 0.0 1.60 -16.2 7.2 4.99 -50.5 22.5 1.69 276.8 -106.0 210.0 -76.3 5.56 0 0.0 1.60 -24.8 8.9 4.99 -77.2 27.8 2.09 255.6 -113.2 153.6 -76.6 ColR 6.44 -0.9 66.1 1.60 -33.2 10.3 4.99 -103.4 32.1 2.42 224.3 -114.1 86.8 -5.6 0.25 L2 0.50 L2 0.75 L2 6.25 11.5 66.1 1.60 -31.3 10.0 4.99 -97.5 31.2 2.35 231.8 -114.3 114.6 -7.0 6.50 -5.1 66.1 1.60 -33.8 10.4 4.99 -105.5 32.4 2.44 221.7 -114.0 77.4 -5.0 6.75 -21.6 66.1 1.60 -36.5 10.8 4.99 -113.7 33.7 2.54 210.9 -113.3 39.2 -2.7 L 7.00 -38.1 66.1 1.60 -39.2 11.2 4.99 -122.3 34.9 2.63 199.6 -112.2 0 0

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 0.25 L1 0.50 L1 0.75 L1 ColL 0 Section Xu (ft, dist. from left of footing) Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) Mu (ft-k) Vu (kips) DESIGN FLEXURE Location Top Longitudinal Bottom Longitudinal Bottom Transverse CHECK FLEXURE SHEAR Direction Longitudinal Transverse Vu,max 76.6 4.3 k k / ft Vc = 2 b d (fc')0.5 125 8 k k / ft Mu,max -7.4 ft-k 254.9 ft-k 1 ft-k / ft d (in) 9.69 8.69 8.38 0 0 0 0.00 0 0 3.74 0 0 0.00 0 0 0 0 1.50 0 0.0 0.00 0.0 0.0 3.74 -4.2 5.6 0.00 0.0 0.0 -4.2 5.6 3.00 0 0.0 0.00 0.0 0.0 3.74 -16.8 11.2 0.86 167.1 -58.7 150.3 -47.4 4.50 0 0.0 0.00 0.0 0.0 3.74 -37.9 16.8 1.29 170.4 -72.5 132.5 -55.7 5.56 0 0.0 0.00 0.0 0.0 3.74 -57.9 20.8 1.59 151.9 -76.2 94.0 -55.3

ColR 6.44 7.6 46.6 0.00 0.0 0.0 3.74 -77.6 24.1 1.84 128.1 -75.2 58.2 -4.5

0.25 L2 0.50 L2 0.75 L2 6.25 16.4 46.6 0.00 0.0 0.0 3.74 -73.1 23.4 1.79 133.7 -75.7 76.9 -5.7 6.50 4.7 46.6 0.00 0.0 0.0 3.74 -79.1 24.3 1.86 126.2 -75.0 51.8 -4.1 6.75 -7.0 46.6 0.00 0.0 0.0 3.74 -85.3 25.3 1.93 118.4 -74.1 26.2 -2.2

L 7.00 -18.6 46.6 0.00 0.0 0.0 3.74 -91.7 26.2 2.00 110.3 -72.8 0 0

min reqD max smax 0.0001 0.0001 0.0129 no limit 0.0025 0.0041 0.0129 18 0.0004 0.0003 0.0129 18

use 1#5 23 # 5 @ 8 in o.c. 6 # 5 @ 15 in o.c.

provD 0.0002 0.0043 0.0026 [Satisfactory]

check Vu < Vc [Satisfactory] [Satisfactory]

CHECK PUNCHING SHEAR (ACI 318-08 SEC.15.5.2, 11.11.1.2, 11.11.6, & 13.5.3.2)

v u ( psi ) = J = R= 3 d b1 6

P u R 0.5 v M u b1 + J AP 1+ d b1 2 +3 b2 b1

A P = 2 ( b1 + b 2 ) d

v = 1

1 1+ 2 3

v c( psi ) = ( 2 + y )y = MIN 2, b0 = 4

' fc d b0

b1 b2

c

, 40

P u b1b2 AfCase 1 2 3 Pu 67.2 66.1 46.6 Mu 168.0 189.3 140.5 = b1 18.9 18.9 18.9 0.75

b2 18.9 18.9 18.9

where

(ACI 318-08, Section 9.3.2.3 )

__b0 0.5 0.5 0.5 v 0.4 0.4 0.4 c 1.0 1.0 1.0 y 2.0 2.0 2.0 Af 112.0 112.0 112.0

A f = BL

AP , b1 = ( 0.5c1 + 0.5b1 + d ) , b 2 = ( 0.5c 2 + 0.5b 2 + d ) d

Ap 4.4 4.4 4.4

R 1.5 1.5 1.0

J 1.9 1.9 1.9

vu (psi) 105.3 103.7 73.2

vc 150.0 150.0 150.0 [Satisfactory]

Page 18 of 524 533

PROJECT : CLIENT : JOB NO. :

DATE :

PAGE : DESIGN BY : REVIEW BY :

Footing Design for Stud Bearing Wall Based on IBC 09 / ACI 318-08INPUT DATA & DESIGN SUMMARYFOOTING SIZE A B C D E fc' PDL PLL = = = = = = = = = = = = = 18 6 16 8 3 2.5 1.5 0.6 1 0.8 0.1 0.11 3 in in in in in ksi k / ft k / ft Seismic,SD k / ft, SD ksf kcf

FOOTING CONCRETE STRENGTH AXIAL DEAD LOAD (per linear foot) AXIAL LIVE LOAD (per linear foot)

LATERAL LOAD (0=WIND, 1=SEISMIC) PLAT LATERAL LOAD (per linear foot) SURCHARGE SOIL WEIGHT ALLOWABLE SOIL PRESSURE qs ws Qa

(holdown force converted to load per linear foot)

THE FOOTING DESIGN IS ADEQUATE.ksf

ANALYSISDESIGN LOADS (IBC SEC.1605.3.2 & ACI 318-08 SEC.9.2.1) CASE 1: CASE 2: CASE 3: DL + LL DL + LL + E / 1.4 0.9 DL + E / 1.4 P P P = = = 2.10 2.67 1.92 k / ft k / ft k / ft 1.2 DL + 1.6 LL 1.2 DL + 1.0 LL + 1.0 E 0.9 DL + 1.0 E Pu Pu Pu = = = 2.76 3.20 2.15 k / ft k / ft k / ft

CHECK SOIL BEARING CAPACITY (ACI 318-08 SEC.15.2.2) Service Loads P e qs C (0.15-ws) Area P e qmax Qa Where CASE 1 2.10 1.0 0.13 0.07 2.3 1.0 2.36 3.00 CASE 2 2.67 1.0 0.13 0.07 2.9 1.0 2.95 3.00 CASE 3 1.92 1.0 0.13 0.07 2.1 1.0 2.17 3.00 [Satisfactory]

k / ft in (from center of footing) k / ft, (surcharge load) k / ft, (footing increased) k / ft in ksf ksf

( P )q max =

C , for e 6 C 2 ( P ) C , for e > 3(0.5C e) 6

1+

6e C

DESIGN FOR FLEXURE (ACI 318-08 SEC.22.5.1)

M n = MIN 5where S

(

' ' f c S , 0.85 f cS

)

=

0.90

ft-kips / ft

= = = =

1.0 (ACI 318-08, Section 8.6.1 ) 0.6 (ACI 318-08, Section 9.3.5 ) elastic section modulus of section 3 72 in / ft

__Page 19 of 524 533

(cont'd) FACTORED SOIL PRESSURE Factored Loads CASE 1 Pu 2.8 1.0 eu qs C 0.21[0.15AC - (0.15-Ws) (C-D) (A-B) ]

CASE 2 3.2 1.0 0.21 0.33 3.74 0.9 3.0 3.73 3.73 3.38 2.46 1.88 1.88 0.10 0.15 0.00 0.00

CASE 3 2.2 1.0 0.21 0.25 2.61 0.9 3.0 2.58 2.58 2.35 1.72 1.33 1.33 0.07 0.10 0.00 0.00

k / ft in (from center of footing) k / ft, (factored surcharge load)k / ft, (factored footing & backfill loads)

Pu euE qu, max qu, VL qu, ML qu, MR qu, VR qu, min M u, L M u, R V u, L V u, R M u, max = 0.15 ft-k / ft

0.33 3.30 0.9 3.0 3.27 3.27 2.98 2.18 1.68 1.68 0.09 0.13 0.00 0.00

k / ft in in ksf ksf ksf ksf ksf ksf ft-k / ft ft-k / ft k / ft k / ft

1.4 x 0.75 / 0.9 for seismic [Satisfactory] kips (footing self weight) 1625 ft-kips (overturning moment) 2023 ft-kips (resisting moment without live load)

MO = F (h + D) + M =

MR = (Pr,DL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = CHECK SOIL CAPACITY (ALLOWABLE STRESS DESIGN) Ps = 25 kips (soil weight in footing size) 246.85

P = (Pr,DL + Pr,LL) + Pw + (Pf - Ps) =

kips (total vertical net load) 3398 ft-kips (resisting moment with live load)

MR = (Pr,DL + Pr, LL) (L1 + a) + Pf (0.5 L) + Pw (L1 + 0.5Lw) = e = 0.5 L - (MR - MO) / P = 5.32

ft (eccentricity from middle of footing)

q MAX =

6e L L , for e 6 BL L 2P , for e > 3B(0.5L e ) 6 P 1+e= 5.32 ft, > (L / 6)

=

4.58

ksf

3B(0.5L e u) 6

__=9.85 ksf

Page 21 of 524 533

(cont'd) BENDING MOMENT & SHEAR AT EACH FOOTING SECTION Section Xu (ft) Pu,w (klf) Mu,w (ft-k) Vu,w (kips) Pu,f (ksf) Mu,f (ft-k) Vu,f (kips) qu (ksf) Mu,q (ft-k) Vu,q (kips) Mu (ft-k) Vu (kips) 1000 500 0 -500 M 0 0 0.0 0 0 0.3 0 0 -9.9 0 0 0 0 1/10 L 2.50 0.0 0 0 0.3 -5 -4 -7.4 141 108 136 104 2/10 L 5.00 58.0 -17 -45 0.3 -22 -9 -5.0 514 185 475 132 3/10 L 7.50 42.9 -296 -171 0.3 -49 -13 -2.5 1043 233 699 48 4/10 L 10.00 27.7 -842 -260 0.3 -87 -17 -0.1 1652 249 722 -28 5/10 L 12.50 12.5 -1562 -310 0.3 -136 -22 0.0 2275 249 577 -82 6/10 L 15.00 -2.7 -2359 -322 0.3 -196 -26 0.0 2898 249 343 -99 7/10 L 17.50 -17.9 -3139 -296 0.3 -266 -30 0.0 3521 249 115 -77 8/10 L 20.00 -33.1 -3808 -232 0.3 -348 -35 0.0 4144 249 -12 -18 9/10 L 22.50 0.0 -4332 -206 0.3 -440 -39 0.0 4767 249 -5 4 L 25.00 0.0 -4846 -206 0.3 -544 -44 0.0 5390 249 0 0

200 100 0 -100 -200

V

Location Top Longitudinal Bottom Longitudinal Bottom Transverse

Mu,max -12 722 5 ft-k ft-k ft-k / ft

d (in) 20.50 20.44 19.50

reqD0.0001 0.0068 0.0018

provD0.0026 0.0073 0.0019

Vu,max 132 132 4 kips kips kips / ft

Vc = 2 b d (fc')0.5 132 132 25 kips kips kips / ft

0.85 f 'c 1 1 Where

=' 0.85 1 f c

Mu ' 0.383b d 2 f c

min

=

0.0018

f

y

MAX =

fy

u +t

u

=

0.0206

[Satisfactory]

__Page 22 of 524 533

PROJECT : CLIENT : JOB NO. :

DATE :

PAGE : DESIGN BY : REVIEW BY :

Grade Beam Design for Brace Frame Based on ACI 318-08INPUT DATAAXIAL DEAD LOAD PDL = = = = c1 c2 b1 b2 fc ' fy Qa L1 S1 S2 S3 DISTANCE TO RIGHT EDGE FOOTING WIDTH FTG EMBEDMENT DEPTH FOOTING THICKNESS SURCHARGE SOIL WEIGHT LONGITUDINAL REINFORCING BAR SIZE TRANSVERSE REINFORCING BAR SIZE L2 B Df T qs ws = = = = = = # # AXIAL LIVE LOAD PLL LATERAL LOAD (0=WIND, 1=SEISMIC) SEISMIC AXIAL LOAD, SD PLAT SEISMIC SHEAR LOAD, SD STEEL COLUMN WIDTH STEEL COLUMN DEPTH BASE PLATE WIDTH BASE PLATE DEPTH CONCRETE STRENGTH REBAR YIELD STRESS ALLOWABLE SOIL PRESSURE DISTANCE TO LEFT EDGE DISTANCE BETWEEN COLUMNS VLAT COL#1 15 kips 5.1 -80 14.9 = = = = = = = = = kips 1 kips kips 10.1 8.02 18 18 3 60 2 5 20 16 20 5 7.5 3 24 0.1 0.11 8 5 in in in in ksi ksi ksf ft ft ft ft ft ft ft in ksf kcf BAND WIDTH LONG. REINF AT TOP LONG. REINF AT BOTTOM TRANS. REINF. AT BAND WIDTH ft ft in be = 7.5 ft, for each col. COL#2 35 kips 4.3 kips Seismic, SD 80 kips 18.8 kips COL#3 39 kips 2.3 -75 15.9 kips kips kips COL#4 18 kips 2.3 75 17.1 kips kips kips

L/6 k ft, (at base, including Vu T / Pu) k, (factored surcharge load) k, (factored footing & backfill loads) k ft ksf

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 Section 0 mid L1 C 1 left C 1 right mid S1 C 2 left Xu (ft) 0 2.50 5.00 5.00 15.00 25.00 0 0 0 0 -262 -523 Mu,col (ft-k) Vu,col (k) 0 0.0 0.0 26.2 26.2 26.2 Pu,surch (klf) 1.20 1.20 1.20 1.20 1.20 1.20 0 -4 -15 -15 -135 -375 Mu,surch (ft-k) Vu,surch (k) 0 3.0 6.0 6.0 18.0 30.0 3.69 3.69 3.69 3.69 3.69 3.69 Pu,ftg & fill (klf) 0 -12 -46 -46 -415 -1153 Mu,ftg & fill (ft-k) 0 9.2 18.5 18.5 55.4 92.3 Vu,ftg & fill (k) 0.96 0.96 0.96 0.96 0.96 0.96 qu,soil (ksf) 0 22 90 90 809 2246 Mu,soil (ft-k) 0 -18.0 -35.9 -35.9 -107.8 -179.6 Vu,soil (k) Mu (ft-k) 0 7 29 29 -3 195 0 -5.8 -11.5 14.7 -8.3 -31.2 Vu (kips)250 200 150 100 50 0 -50

C 2 right 25.00 -523 75.0 1.20 -375 30.0 3.69 -1153 92.3 0.96 2246 -179.6 195 17.7

mid S2 33.00 -1,124 75.0 1.20 -653 39.6 3.69 -2009 121.8 0.96 3913 -237.0 126 -0.6

C 3 left 41.00 -1,724 75.0 1.20 -1009 49.2 3.69 -3101 151.3 0.96 6038 -294.4 205 -18.9

C 3 right 41.00 -1,724 125.5 1.20 -1009 49.2 3.69 -3101 151.3 0.96 6038 -294.4 205 31.6

mid S3 51.00 -2,979 125.5 1.20 -1561 61.2 3.69 -4799 188.2 0.96 9341 -366.1 3 8.8

C 4 left 61.00 -4,234 125.5 1.20 -2233 73.2 3.69 -6865 225.1 0.95 13360 -437.7 28 -13.9

C 4 right 61.00 -4,234 150.8 1.20 -2233 73.2 3.69 -6865 225.1 0.95 13360 -437.7 28 11

mid L2 63.50 -4,611 150.8 1.20 -2419 76.2 3.69 -7440 234.3 0.95 14477 -455.6 7 5.7

L 66.00 -4,988 150.8 1.20 -2614 79.2 3.69 -8037 243.5 0.95 15639 -473.5 0 0.0

M

40 20 0 -20 -40

__Page 24 of 524 533

V

(cont'd) FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 0 mid L1 C 1 left C 1 right mid S1 C 2 left Section 0 2.50 5.00 5.00 15.00 25.00 Xu (ft) Mu,col (ft-k) 0 0 0 30 599 1,168 Vu,col (k) 0 0.0 0.0 -56.9 -56.9 -56.9 Pu,surch (klf) 0.75 0.75 0.75 0.75 0.75 0.75 Mu,surch (ft-k) 0 -2 -9 -9 -84 -234 0 1.9 3.8 3.8 11.3 18.8 Vu,surch (k) 3.69 3.69 3.69 3.69 3.69 3.69 Pu,ftg & fill (klf) 0 -12 -46 -46 -415 -1153 Mu,ftg & fill (ft-k) 0 9.2 18.5 18.5 55.4 92.3 Vu,ftg & fill (k) 0.28 0.32 0.37 0.37 0.55 0.73 qu,soil (ksf) 0 7 29 29 311 1007 Mu,soil (ft-k) 0 -5.6 -12.1 -12.1 -46.6 -94.8 Vu,soil (k) 0 -7 -27 3 411 787 Mu (ft-k) 0 5.5 10.1 -46.8 -36.9 -40.7 Vu (kips)1000 500 0 -500

C 2 right 25.00 1,205 69.4 0.75 -234 18.8 3.69 -1153 92.3 0.73 1007 -94.8 825 85.6

mid S2 33.00 650 69.4 0.75 -408 24.8 3.69 -2009 121.8 0.88 1953 -143.2 186 72.7

C 3 left 41.00 95 69.4 0.75 -630 30.8 3.69 -3101 151.3 1.03 3322 -200.4 -315 51.1

C 3 right 41.00 127 43.5 0.75 -630 30.8 3.69 -3101 151.3 1.03 3322 -200.4 -283 25.2

mid S3 51.00 -308 43.5 0.75 -975 38.3 3.69 -4799 188.2 1.21 5733 -284.1 -349 -14.2

C 4 left 61.00 -743 43.5 0.75 -1395 45.8 3.69 -6865 225.1 1.39 9050 -381.6 46 -67.2

C 4 right 61.00 -709 142.4 0.75 -1395 45.8 3.69 -6865 225.1 1.39 9050 -381.6 81 31.7

mid L2 63.50 -1,065 142.4 0.75 -1512 47.6 3.69 -7440 234.3 1.44 10037 -408.1 20 16.3

L 66.00 -1,421 142.4 0.75 -1634 49.5 3.69 -8037 243.5 1.48 11091 -435.4 0 0.0

M

100 50 0 -50 -100

V

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 0 mid L1 C 1 left C 1 right mid S1 C 2 left Section 0 2.50 5.00 5.00 15.00 25.00 Xu (ft) 0 0 0 30 695 1,360 Mu,col (ft-k) 0 0.0 0.0 -66.5 -66.5 -66.5 Vu,col (k) 0.00 0.00 0.00 0.00 0.00 0.00 Pu,surch (klf) 0 0 0 0 0 0 Mu,surch (ft-k) 0 0.0 0.0 0.0 0.0 0.0 Vu,surch (k) 2.77 2.77 2.77 2.77 2.77 2.77 Pu,ftg & fill (klf) 0 -9 -35 -35 -311 -865 Mu,ftg & fill (ft-k) 0 6.9 13.8 13.8 41.5 69.2 Vu,ftg & fill (k) 0.00 0.00 0.04 0.04 0.23 0.41 qu,soil (ksf) 0 0 0 0 41 252 Mu,soil (ft-k) 0 0.0 -0.3 -0.3 -10.3 -34.2 Vu,soil (k) 0 -9 -34 -5 425 747 Mu (ft-k) 0 6.9 13.5 -53.0 -35.3 -31.5 Vu (kips)1000 800 600 400 200 0 -200 -400 -600

C 2 right 25.00 1,397 45.0 0.00 0 0.0 2.77 -865 69.2 0.41 252 -34.2 785 80.0

mid S2 33.00 1,037 45.0 0.00 0 0.0 2.77 -1507 91.3 0.56 637 -63.5 168 72.8

C 3 left 41.00 677 45.0 0.00 0 0.0 2.77 -2326 113.5 0.71 1292 -101.7 -357 56.8

C 3 right 41.00 709 5.1 0.00 0 0.0 2.77 -2326 113.5 0.71 1292 -101.7 -325 16.9

mid S3 51.00 658 5.1 0.00 0 0.0 2.77 -3599 141.1 0.90 2599 -162.1 -342 -15.9

C 4 left 61.00 607 5.1 0.00 0 0.0 2.77 -5149 168.8 1.09 4581 -236.5 39 -62.6

C 4 right 61.00 641 96.3 0.00 0 0.0 2.77 -5149 168.8 1.09 4581 -236.5 73 28.6

mid L2 63.50 401 96.3 0.00 0 0.0 2.77 -5580 175.7 1.13 5198 -257.3 19 14.7

L 66.00 160 96.3 0.00 0 0.0 2.77 -6028 182.7 1.18 5868 -279.0 0 0.0

M

100 50 0 -50 -100

V

DESIGN FLEXURE Location Top Longitudinal Bottom Longitudinal Bottom Transverse, be

Mu,max -357 825 2 ft-k ft-k ft-k / ft

d (in)

21.50 20.50 19.69

__0.0020 0.0021 0.0011 0.0019 0.0052 0.0001 0.0155 0.0155 0.0155 no limit 18 18

min

reqD

max

smax(in)

use 5 # 8 @ 20 in o.c., cont. 13 # 8 @ 7 in o.c., cont. 7 # 5 @ 14 in o.c.

provD0.0020 0.0056 0.0012 [Satisfactory]

Page 25 of 524 533

(cont'd) CHECK FLEXURE SHEAR Direction Longitudinal Transverse Vu,max 86 1 k k / ft Vc = 2 b d (fc')0.5 152 19 k k / ft check Vu < Vc [Satisfactory] [Satisfactory]

CHECK PUNCHING SHEAR (ACI 318 SEC.15.5.2, 11.11.1.2, 11.11.6, & 13.5.3.2)

v u ( psi ) = J = R= 3 d b1 6

P u R 0.5 v M ub1 + J AP 1+ d b1 2 +3 b2 b1

P ub1b2 AfColumn Col. 1 Case 1 2 3 1 2 3 1 2 3 1 2 3 Pu 26.2 0.0 0.0 48.9 126.3 111.5 50.5 0.0 0.0 25.3 98.9 91.2 Mu 0.0 14.9 14.9 0.0 18.8 18.8 0.0 15.9 15.9 0.0 17.1 17.1

A P = 2 ( b1 + b 2 ) d 1 v = 1 2 b1 1+ 3 b2 A f = Bb e

vc( psi ) = ( 2 + y )y = MIN 2, b0 = 4

f' c d b0

c

, 40

AP , b1 = ( c1 + d ) , b 2 = ( c 2 + d ) d

Col. 2

Col. 3

Col. 4

b1 33.7 33.7 33.7 33.7 33.7 33.7 33.7 33.7 33.7 33.7 33.7 33.7

b2 32.7 32.7 32.7 32.7 32.7 32.7 32.7 32.7 32.7 32.7 32.7 32.7

v 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4

c 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3 1.3

y 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0

Af 56.3 56.3 56.3 56.3 56.3 56.3 56.3 56.3 56.3 56.3 56.3 56.3

Ap 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2 18.2

R 3.6 0.0 0.0 6.7 17.2 15.2 6.9 0.0 0.0 3.4 13.5 12.4

J 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8 25.8

vu (psi) 8.6 2.3 2.3 16.1 44.6 39.7 16.7 2.4 2.4 8.3 35.3 32.7

vc 164.3 164.3 164.3 164.3 164.3 164.3 164.3 164.3 164.3 164.3 164.3 164.3

[Satisfactory]

__Page 26 of 524 533

PROJECT : CLIENT : JOB NO. :

DATE :

PAGE : DESIGN BY : REVIEW BY :

Grade Beam Design for Moment Resisting Frame Based on ACI 318-08INPUT DATAAXIAL DEAD LOAD PDL = PLL = AXIAL LIVE LOAD LATERAL LOAD (0=WIND, 1=SEISMIC) PLAT = SEISMIC AXIAL LOAD, SD SEISMIC BENDING LOAD, SD SEISMIC SHEAR LOAD, SD COLUMN WIDTH COLUMN DEPTH CONCRETE STRENGTH REBAR YIELD STRESS ALLOWABLE SOIL PRESSURE DISTANCE TO LEFT EDGE DISTANCE BETWEEN COLUMNS MLAT = VLAT = c1 = c2 = fc' fy Qa L1 S1 S2 S3 DISTANCE TO RIGHT EDGE FOOTING WIDTH FTG EMBEDMENT DEPTH FOOTING THICKNESS SURCHARGE SOIL WEIGHT LONGITUDINAL REINFORCING BAR SIZE TRANSVERSE REINFORCING BAR SIZE L2 B Df T qs ws = = = = = = # # COL#1 15 5.1 10 295 14.9 36 24 = = = = = kips kips 1 kips ft-kips kips in in 3 60 2 2 20 16 20 2 4 4 24 0.1 0.11 8 5 BAND WIDTH LONG. REINF AT TOP LONG. REINF AT BOTTOM L B T = = = 60.00 4.00 24 ft ft in TRANS. REINF. AT BAND WIDTH be = 4.0 ft, for each col. ksi ksi ksf ft ft ft ft ft ft ft in ksf kcf COL#2 35 kips 4.3 kips Seismic, SD 15 kips 501.5 18.8 36 24 ft-kips kips in in COL#3 39 2.3 12 531 15.9 36 24 kips kips kips ft-kips kips in in COL#4 18 2.3 25 324.5 17.1 36 24 kips kips kips ft-kips kips in in L/6 CASE 3 35.1 191.0 0.0 110.2 145.3 46.2 2.7 2.7 [Satisfactory] > L/6 k ft, (at base, including V T / P) k, (surcharge load) k, (footing increased) k ft ksf ksf

( P )q MAX =

1+

6e L

BL 2 ( P ) , 3 B(0.5 L e )

,

for for

L 6 L e> 6e

DESIGN FLEXURE & CHECK FLEXURE SHEAR (ACI 318 SEC.15.4.2, 10.2, 10.5.4, 7.12.2, 12.2, 12.5, 15.5.2, 11.1.3.1, & 11.2)

( Pu )qu,MAX =

1+

6eu L

3B(0.5L eu)

BL 2 ( Pu )

, for eu

L 6

MAX =

0.85 1 f c'

L , for eu > 6'

fy

u u +t

T 4 MIN = MIN 0.0018 , d 3

=

0.85 f c 1 1

Mu 0.383bd 2 f 'c

fy

FACTORED SOIL PRESSURE Factored Loads Pu eu CASE 1 76.8 5.0 122.4 651.8 851.0 0.5 1.142 < L/6 CASE 2 65.6 144.4 76.5 651.8 793.8 11.9 1.766 < L/6 CASE 3 35.1 265.4 0.0 488.8 523.9 17.8 1.402 > L/6 k ft, (at base, including Vu T / Pu) k, (factored surcharge load) k, (factored footing & backfill loads) k ft ksf

qs B L [0.15 T + ws (Df - T)] B L Pueu qu, max

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 1 L1 left L1 right 0.5 L1 Section 0.2 S 0.4 S 0 Xu (ft) 0 18.00 36.00 36.00 42.00 48.00 Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) M u (ft-k) Vu (kips)700 600 500 400 300 200 100 0

0.6 S 54.00 -461 25.6 1.20 -1750 64.8 6.39 -9317 345.1 1.11 11955 -444.9 428 -9.4

0.8 S 60.00 -614 25.6 1.20 -2160 72.0 6.39 -11502 383.4 1.12 14775 -495.1 499 -14.1

L2 left 66.00 -768 25.6 1.20 -2614 79.2 6.39 -13917 421.7 1.12 17897 -545.5 598 -18.9

L2 right 66.00 -768 76.8 1.20 -2614 79.2 6.39 -13917 421.7 1.12 17897 -545.5 598 32.3

0.5 L2 84.00 -2,150 76.8 1.20 -4234 100.8 6.39 -22544 536.8 1.13 29082 -697.5 154 16.8

L 102.00 -3,533 76.8 1.20 -6242 122.4 6.39 -33241 651.8 1.14 43016 -851.0 0 0

0 0 1.20 0 0 6.39 0 0 1.08 0 0 0 0

0 0.0 1.20 -194 21.6 6.39 -1035 115.0 1.09 1320 -146.9 90 -10.3

0 0.0 1.20 -778 43.2 6.39 -4141 230.0 1.10 5296 -295.2 378 -21.9

0 25.6 1.20 -778 43.2 6.39 -4141 230.0 1.10 5296 -295.2 378 3.7

-154 25.6 1.20 -1058 50.4 6.39 -5636 268.4 1.11 7217 -344.9 369 -0.6

-307 25.6 1.20 -1382 57.6 6.39 -7361 306.7 1.11 9436 -394.8 385 -4.9

M

40 20 0 -20 -40

__Page 32 of 524 533

V

(cont'd) FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 2 0.5 L1 L1 left L1 right 0 0.2 S 0.4 S Section 0 18.00 36.00 36.00 42.00 48.00 Xu (ft) Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) M u (ft-k) Vu (kips)4000 3000 2000 1000 0 -1000 -2000 -3000

0.6 S 54.00 5,074 -278.2 0.75 -1094 40.5 6.39 -9317 345.1 1.08 6196 -281.5 859 -174.1

0.8 S 60.00 6,743 -278.2 0.75 -1350 45.0 6.39 -11502 383.4 1.17 8035 -332.1 1925 -181.8

L2 left 66.00 8,412 -278.2 0.75 -1634 49.5 6.39 -13917 421.7 1.25 10188 -386.5 3049 -193.4

L2 right 66.00 8,451 65.6 0.75 -1634 49.5 6.39 -13917 421.7 1.25 10188 -386.5 3088 150.3

0.5 L2 84.00 7,305 65.6 0.75 -2646 63.0 6.39 -22544 536.8 1.51 18770 -572.8 885 92.5

L 102.00 6,125 65.6 0.75 -3902 76.5 6.39 -33241 651.8 1.77 31017 -793.8 0 0

0 0 0.75 0 0 6.39 0 0 0.31 0 0 0 0

0 0.0 0.75 -122 13.5 6.39 -1035 115.0 0.57 480 -59.1 -676 69.4

0 0.0 0.75 -486 27.0 6.39 -4141 230.0 0.82 2337 -153.0 -2289 104.1

67 -278.2 0.75 -486 27.0 6.39 -4141 230.0 0.82 2337 -153.0 -2222 -174.1

1,736 -278.2 0.75 -662 31.5 6.39 -5636 268.4 0.91 3370 -192.0 -1191 -170.2

3,405 -278.2 0.75 -864 36.0 6.39 -7361 306.7 0.99 4649 -234.8 -172 -170.2

M

200 100 0 -100 -200 -300

V

FOOTING MOMENT & SHEAR AT LONGITUDINAL SECTIONS FOR CASE 3 0.5 L1 L1 left L1 right 0 Section 0.2 S 0.4 S Xu (ft) 0 18.00 36.00 36.00 42.00 48.00 Mu,col (ft-k) Vu,col (k) Pu,surch (klf) Mu,surch (ft-k) Vu,surch (k) Pu,ftg & fill (klf) Mu,ftg & fill (ft-k) Vu,ftg & fill (k) qu,soil (ksf) Mu,soil (ft-k) Vu,soil (k) M u (ft-k) Vu (kips)4000 3000 2000 1000 0 -1000 -2000 -3000

0.6 S 54.00 5256 -288.3 0.00 0 0.0 4.79 -6987 258.8 0.73 2424 -140.8 693 -170.3

0.8 S 60.00 6986 -288.3 0.00 0 0.0 4.79 -8627 287.6 0.81 3371 -175.4 1730 -176.1

L2 left 66.00 8716 -288.3 0.00 0 0.0 4.79 -10438 316.3 0.90 4536 -213.8 2814 -185.8

L2 right 66.00 8,755 35.1 0.00 0 0.0 4.79 -10438 316.3 0.90 4536 -213.8 2853 137.6

0.5 L2 84.00 8,158 35.1 0.00 0 0.0 4.79 -16908 402.6 1.15 9575 -351.8 824 85.9

L 102.00 7,526 35.1 0.00 0 0.0 4.79 -24931 488.8 1.40 17405 -523.9 0 0

0 0 0.00 0 0 4.79 0 0 0.00 0 0 0 0

0 0.0 0.00 0 0.0 4.79 -776 86.3 0.22 68 -12.9 -709 73.3

0 0.0 0.00 0 0.0 4.79 -3106 172.5 0.47 670 -59.8 -2435 112.8

67 -288.3 0.00 0 0.0 4.79 -3106 172.5 0.47 670 -59.8 -2368 -175.5

1797 -288.3 0.00 0 0.0 4.79 -4227 201.3 0.56 1097 -83.0 -1333 -170.0

3527 -288.3 0.00 0 0.0 4.79 -5521 230.0 0.64 1674 -110.0 -321 -168.2

M

200 100 0 -100 -200 -300

DESIGN FLEXURE Location Top Longitudinal Bottom Longitudinal Bottom Transverse, be

Mu,max -2435 3088 1 ft-k ft-k

ft-k / ft

__d (in)

V

min

reqD

max

smax(in) no limit 18 18

use 10 # 10 @ 9 in o.c., cont. 13 # 10 @ 7 in o.c., cont. 8 # 5 @ 12 in o.c.

provD0.0031 0.0041 0.0006 [Satisfactory]

45.37

0.0019

0.0030

0.0155

44.37

0.0019

0.0041

0.0155

43.42

0.0006

6.9E-06

0.0155

Page 33 of 524 533

(cont'd) CHECK FLEXURE SHEAR Direction Longitudinal Transverse Vu,max 193 0 k k / ft Vc = 2 b d (fc') 328 43 k k / ft0.5

check Vu < Vc [Satisfactory] [Satisfactory]

CHECK PUNCHING SHEAR (ACI 318 SEC.15.5.2, 11.11.1.2, 11.11.6, & 13.5.3.2)

v u ( psi) =

P u R 0.5 v M ub1 + J AP 2 3 d b1 d b 1+ +3 2 J= 6 b1 b1 P ub1b2 AfColumn Col. 1 Case 1 2 3 1 Col. 2 2 3 Pu 25.6 0.0 0.0 51.2 343.7 323.4 Mu 0.0 0.0 0.0 0.0 18.3 18.3 b1

A P = 2 ( b1 + b 2 ) d

v = 1

1 1+ 2 3

vc( psi ) = ( 2 + y )y = MIN 2, b0 = 4

' fc d b0

b1 b2

c

, 40

R=

A f = Bb e

AP , b1 = ( c1 + d ) , b 2 = ( c2 + d ) d

b2 61.4 61.4 61.4 61.4 61.4 61.4

v 0.4 0.4 0.4 0.4 0.4 0.4

c 1.0 1.0 1.0 1.0 1.0 1.0

y 2.0 2.0 2.0 2.0 2.0 2.0

Af 56.3 56.3 56.3 56.3 56.3 56.3

Ap 74.1 74.1 74.1 74.1 74.1 74.1

R 11.9 0.0 0.0 23.8 160.1 150.6

J 363.8 363.8 363.8 363.8 363.8 363.8

vu (psi) 1.3 0.0 0.0 2.6 17.6 16.6

vc 164.3 164.3 164.3 164.3 164.3 164.3

61.4 61.4 61.4 61.4 61.4 61.4

[Satisfactory]

__Page 34 of 524 533

PROJECT : CLIENT : JOB NO. :

DATE :

PAGE : DESIGN BY : REVIEW BY :

Seismic Design for Combined Footing, Based on ACI 318-08DESIGN SUMMARY CONCRETE STRENGTH REBAR YIELD STRESS FOOTING WIDTH FOOTING THICKNESS DISTANCE BETWEEN COLUMNS f c' = fy W D L = = = = 3 60 90 48 30 ksi ksi in in ft

COMBINED FOOTING LONGITUDINAL REINFORCING TOP 12 # 10 ( d = 43.74 in ) ( 1 Layer) BOTTOM 13 # 10 ( d = 43.74 in ) ( 1 Layer)

COMBINED FOOTING HOOPS (ACI 21.5.3) LOCATION AT END LENGTH 96 in BAR SPACING ( 2h ) 7 Legs # 5 @ 10 in o.c. MIN(d/4, 8db, 24dt, 12)

AT SPLICE 70 in MAX{0.075fydb/[(fc')0.5(c+Ktr)/db], 12} 7 Legs # 5 @ 4 in o.c. MIN(d/4, 4)

THE SEISMIC DESIGN IS ADEQUATE.ANALYSIS CHECK GB SECTION REQUIREMENTS (ACI 21.5.1) Ln=L - c1 = W /D= W = 28.50 1.88 90 ft

> >0.3

4d=

14.58

ft

[Satisfactory]

in

> < top = bot =

[Satisfactory] 10 in c1+1.5D = 90

[Satisfactory] in [Satisfactory]

CHECK SEISMIC FLEXURAL REQUIREMENTS (ACI 21.5.2.1) 0.004

0.004

> < >

0.75 x 1.4 MO / (0.9) =

1291 ft-kips [Satisfactory]

CHECK SOIL BEARING CAPACITY

Q MAX =where

M O P D,2 + P L,2 + ( Conc& Steel SOIL ) B T + WD ( 0.5L + L e ) + = 2 2 BL B2

1.57 ksf, (net pressure)

0.3

[Satisfactory] [Satisfactory] in [Satisfactory]

> < > Mu [Satisfactory] 15.44 in , 12 in , 0.9 (ACI 318 Fig R9.3.2) 2 in , 2 0.011 0.021 > 0.002 Vu [Satisfactory]

At base of bottom stem 17.57 kips > Vu

[Satisfactory]

where = 0.75 (ACI 318-08, Section 9.3.2.3 )

(cont'd) CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-08 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)

MAX =

0.85 1 f c'

M u ,3 =

( q u ,3 + 2q u, heel ) b L 2 , H LH LH w s + wb + wf 2 6 Lq u ,3b S 2 LH LH , ws + wb + wf L 2 6 for eu > L 6

f y

u u +t

=

0.021

MIN =for eu

0.0018 h f 2 dL 6

=

0.001

= 58.12 ft-kips

0.85 f 'c 1 1

=where d eu S

M u ,3 0.383b d 2 f 'c

=

0.005

f

y

= = =

15.56 in 1.99 ft n/a 0.86 in2 / ft

qu, toe qu, heel qu, 3 1.5 [Satisfactory]

Page 43 of 524 533

(cont'd) CHECK SOIL BEARING CAPACITY (ACI 318-08 SEC.15.2.2)

L = LT + t b + L H

=

12.50

ft

L Wx Hy MHP e= 2 W

=

1.21

ft

q MAX

L = 6 BL L 2W , for e > 3B (0.5 L e) 6, for e

W 1 +

6e L

=

3.46

ksf

[Satisfactory] < [Satisfactory]

=

CHECK SHEAR CAPACITY FOR STEM (ACI 318-08 SEC.15.5.2, 11.1.3.1, & 11.2)

y w y V = Pa + sP a 2 b

2

=

At top stem 3.36 kips ,

At base of bottom stem 11.52 kips

V n = 2 bd

f

' c

=

17.57 >

kips , Vu [Satisfactory]

17.57

kips > Vu

[Satisfactory]

where = 0.75 (ACI 318-08, Section 9.3.2.3 ) CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318-08 SEC.15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)' 0.85 1 f c u f y u +t

MAX =

=

0.021

MIN =for eu

0.0018 h f 2 dL 6

=

0.001

M u ,3 =

( q u ,3 + 2q u, heel ) b L 2 , H LH LH w s + wb + wf 2 6 Lq u ,3b S 2 LH LH , ws + wb + wf 2 6 L

__L for eu > 6Page 44 of 524 533

= 63.30 ft-kips

(cont'd)' c

0.85 f

1 1 fy

=

M u ,3 0.383b d 2 f

' c

=

0.005

where

d eu S

= = =

15.56 in 1.89 ft n/a 0.94 in / ft2

qu, toe qu, heel qu, 3 18 F> 1 2 :

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PROJECT : CLIENT : JOB NO. : INPUT DATA & DESIGN SUMMARY

DATE :

PAGE : DESIGN BY : REVIEW BY :

Retaining / Fence Wall Design Based on TMS 402-08 & ACI 318-08SPECIAL INSPECTION ( 0=NO, 1=YES ) 1 Yes TYPE OF MASONRY ( 1=CMU, 2=BRICK ) 1 CMU = 1.5 ksi MASONRY STRENGTH fm' = 4.5 ksi CONCRETE STRENGTH fc' REBAR YIELD STRESS fy = 60 ksi = 30 pcf (equivalent fluid pressure) LATERAL SOIL PRESSURE Pa = 400 psf / ft PASSIVE PRESSURE Pp BACKFILL SPECIFIC WEIGHT b = 110 pcf = 100 psf SURCHARGE WEIGHT ws WALL TOP LIVE LOAD WL = 5000 lbs / ft = 20 psf SERVICE LATERAL FORCE wLat FRICTION COEFFICIENT = 0.3 Qa = 3 ksf ALLOW SOIL PRESSURE tt THICKNESS OF TOP STEM = 8 in tb = 12 in THICKNESS OF KEY & STEM LT TOE WIDTH = 3 ft LH = 6 ft HEEL WIDTH HF = 4 ft HEIGHT OF FENCE STEM HT HEIGHT OF TOP STEM = 4 ft HB = 4 ft HEIGHT OF BOT. STEM hf FOOTING THICKNESS = 12 in hk = 12 in [THE WALL DESIGN IS ADEQUATE.] KEY DEPTH hp SOIL OVER TOE = 12 in # 7 @ 16 in o.c. TOP STEM REINF. (As,1) 0 at soil face As,1 LOCATION (0=at soil face, 1=at middle, 2=at each face) # 7 @ 16 in o.c. BOT. STEM REINF. (As,2) 0 at soil face As,2 LOCATION (0=at soil face, 1=at middle, 2=at each face) GROUTED CORES (0=fully, 1=at vertical rebars only) 0 solid # 6 @ 18 in o.c. TOP REINF.OF FOOTING (As,3) BOT. REINF.OF FOOTING (As,4) # 5 @ 14 in o.c.

ANALYSISSERVICE LOADS Hb = 0.5 Pa (HT + HB + hf)2 Hs = ws Pa (HT + HB + hf) / b Hp = 0.5 Pp (hp + hf + hk)2 HLat = wLat (HF + HT + HB - hp) Ws = ws (LH + tb - tt) Wb = [HT (LH + tb - tt) + HB LH] b Wf = hf (LH + tb + LT) c W k = hk t b c Ww,t = tt (HT +HF) m Ww,b = tb HB m WL = FACTORED LOADS Hb = 1.6 Hb Hs = 1.6 Hs HLat = 1.6 HLat Ws = 1.6 Ws Wb = 1.2 Wb Wf = 1.2 Wf Wk = 1.2 Wk Ww,t = 1.2 Ww,t Ww,b = 1.2 Ww,b WL = 1.6 WL

= = = = = = = = = = =

1.22 0.25 1.80 0.22 0.63 5.43 1.50 0.15 0.59 0.44 5.00

kips kips kips kips kips kips kips kips kips kips kips

= = = = = = = = = =

1.94 0.39 0.35 1.01 1.80 0.18 0.70 0.53 8.00

kips kips kips kips kips kips kips kips kips

OVERTURNING MOMENT H Hb Hs HLat 1.22 0.25 0.22 1.68 H 1.94 0.39 0.35 2.69 y 3.00 4.50 7.50 Hy 3.65 1.10 1.65 6.40 H y 5.83 1.77 2.64 10.24

6.51 kips

(cont'd) RESISTING MOMENT W Ws Wb Wf Wk Ww,t Ww,b 0.63 5.43 1.50 0.15 0.59 0.44 8.74 W 1.01 6.51 1.80 0.18 0.70 0.53 10.74 x 6.83 6.91 5.00 3.50 3.33 3.50 Wx 4.33 37.52 7.50 0.53 1.95 1.54 53.37 W x 6.92 45.03 9.00 0.63 2.35 1.85 65.77 MHP = 0.53 ft-kips/ft OVERTURNING FACTOR OF SAFETY

SF = SF =

Wx + M HP = y + H s y + H Lat y ) (H b Wx + M HP = ( H by + H sy )11.35

8.423

>

1.1

> 1.5 [Satisfactory]

CHECK SOIL BEARING CAPACITY (ACI 318 15.2.2)

L = LT + t b + L H

=

10.00

ft

L Wx Hy MHP e= 2 W

=

-0.32

ft

( W + W L )q MAX =

1+

6e L

BL 2 ( W + W L ) L , for e > 3B(0.5L e) 6

, for e

L 6 =

1.11

ksf

At top stem 7.63 in , 5.44 in , 12 in , 0.495 ksi , 24 ksi , 2 0.45 in , 0.007 , 1350 ksi , 29000 ksi , 21.48 0.42 2.54 ft-kips , M [Satisfactory]

, AsF s d

kd kd t +P e 3 2 3

At base of bottom stem

Mu

[Satisfactory]

d b

7.56 12 0.9 0.023

in , As in , (ACI 318 Fig R9.3.2) >

= =

0.45 0.005

in2

MAX =

0.85 1 f c'

f y

u = u +t0.002

kips , V [Satisfactory]

2.50

kips > V [Satisfactory]

CHECK HEEL FLEXURE CAPACITY, AS,3, FOR FOOTING (ACI 318 15.4.2, 10.2, 10.3.5, 10.5.4, 7.12.2, 12.2, & 12.5)' 0.85 1 f c

MAX =

f y

u u +t

=

0.013

MIN =

0.0018 h f 2 d

=

0.001

M u ,3 =

( q u ,3 + 2q u, heel ) b L H , for L L H + + LH ws wb wf eu 2 6 6 L2

q u ,3b S 2 L L H + + LH , for eu > ws wb wf 2 6 6 LM u ,3 ' 0.383b d 2 f c

=

0.29 ft-kips

' 0.85 f c 1 1

=where d eu S

=

0.000

f

y

= = =

10.25 in 0.29 ft n/a 0.13 in / ft2

qu, toe qu, heel qu, 3 [Satisfactory]

0.9 ML

Mcr = F (h - 2" - 0.5a) = Where F= a = F / 0.85 fc' b = 0.9 MB = FOR EDGE LIFT

233.9 239.60 1.57 111.6 127.0 133.11 0.10 94.3

ft-kips kips in ft-kips, total ft-kips kips in ft-kips, total

>[Satisfactory]

0.9 MB

>[Satisfactory]

0.9 ML

Mcr = F (h - 3" - 0.5a) = Where F= a = F / 0.85 fc' b = 0.9 MB =

>[Satisfactory]

0.9 MB

11. CONVERT UNIFORM THICKNESS (Sec. 6.12)H= MAX[ ( I / L)1/3, ( I / B)1/3 ] = N/A (Does not apply for beam tendons)

12. SUGGEST RATIO OF EXPECTED ELONGATIONr = fe / 0.8 Eps = Where Eps = 7.77E-03 28000 ksi

Technical References: 1. "Design of Post-Tensioned Slab-on-Ground, Third Edition", Post-Tensioning Institute, 2004. 2. "Addendum No.1 to The 3RD Edition of Design of Post-Tensioned Slab-on-Ground", Post-Tensioning Institute, May 2007. 3. "Addendum No.2 to The 3RD Edition of Design of Post-Tensioned Slab-on-Ground", Post-Tensioning Institute, May 2008.

PROJECT : CLIENT : JOB NO. : DATE :

PAGE : DESIGN BY : REVIEW BY :

Design of PT Slabs on Compressible Soil Ground Based on Standards of PTI 2nd Edition1. INPUT DATA & DESIGN SUMMARY1.1 SOILS PROPERTIES ALLOWABLE SOIL-BEARING PRESSURE EXPECTED SETTLEMENT BY GEOTECHNICAL ENR SLAB-SUBGRADE FRICTION COEFFICIENT 1.2 STRUCTURAL DATA AND MATERIALS PROPERTIES SLAB LENGTH SLAB WIDTH SLAB THICKNESS PERIMETER LOADING MAX BEARING LOADING ON THE SLAB ADDED DEAD LOAD LIVE LOAD AVERAGE STIFFENING BEAM SPACING, L DIRECTION AVERAGE STIFFENING BEAM SPACING, B DIRECTION STIFFENING BEAM DEPTH STIFFENING BEAM WIDTH CONCRETE STRENGTH SLAB PRESTRESSING TENDONS, L DIRECTION SLAB PRESTRESSING TENDONS, B DIRECTION TENDON IN THE BOTTOM OF EACH BEAM EFFECTIVE PRESTRESS AFTER ALL LOSSES EXCEPT SG 8 8 0 fe L B t P Pb DL LL SL SB h b f'c qallow

= = = = = = = = = = = = = = =tendons w/ tendons w/ tendons w/

1500 0.75 0.75 40 38 4 840 2700 15 40 13.333 12.667 24 10 3 0.153 0.153 0 174

psf in

ft ft in plf plf psf psf ft ft in in ksi in2 at each tendon. in2 at each tendon. in2

THE DESIGN IS ADEQUATE. SUGGESTED RATIO OF EXPECTED ELONGATION IS 0.00777 CONVERTED UNIFORM THICKNESS IS 14.22 inch

=

ksi

2. DETERMINE SECTION PROPERTIESL DIRECTION n A I CGS = = = = 4 2624 109177 22.00 in2 in4 in yb St Sb e = = = = 18.34 19294 5952 3.66 in in3 in3 in B DIRECTION n A I CGS = = = = 4 2720 110544 22.00 in2 in4 in yb St Sb e = = = = 18.47 19992 5985 3.53 in in3 in3 in

3. CALCULATE MAXIMUM APPLIED SERVICE MOMENTSL DIRECTION McsL = ( / nsL)0.5 MnsL = Where 3.20 ft-kips / ft 0.75 0.04 ft-kips / ft MnsL = h1.35 SB0.36 / 80 L0.12 P0.10 = B DIRECTION McsS = McsL (970-h) / 880 = 3.44 ft-kips / ft

nsL = L1.28 SB0.80 / 133 h0.28 P0.62 =4. CHECK FLEXURAL CONCRETE STRESSES4.1 ALLOWABLE CONCRETE STRESSES FLEXURAL TENSILE STRESS FLEXURAL COMPRESSIVE STRESS ft,allow = - 6 (fc')0.5 = fc,allow = - 0.45 fc' =

nsL = L1.28 SB0.80 / 133 h0.28 P0.62 =

0.04

-0.329 1.350

ksi ksi TOP STRESS, FOR CENTER LIFT MOMENT, AT B DIRECTION f = Pr / A + MB / St + Pr e / St = 0.170 ksi 161.14 213 kips 51.83 [Satisfactory] [Satisfactory] kips kips

4.2 TOP STRESS, FOR CENTER LIFT MOMENT, AT L DIRECTION f = Pr / A + ML / St + Pr e / St = Where Pr = Pe - SG = Pe = fe Aps = 213 SG = W slab / 2000 = 0.168 ksi 161.14 kips 51.83 [Satisfactory] [Satisfactory] kips kips

Where

Pr = Pe - SG = Pe = fe Aps = SG = W slab / 2000 =

Then

f

> [Satisfactory]

50 psi

Where

fp =

>[Satisfactory]

50 psi

6.3 SHEAR STRESS OF RIBBED FOUNDATION, AT L DIRECTION v = V B / (n h b) = 0.034 ksi

SHEAR STRESS OF RIBBED FOUNDATION, AT B DIRECTION

2.5

ksi

[Satisfactory] > in [Satisfactory]

(IBC 09 Table 1808.8.1) MAX( L / 12 , 24 in) (IB