Home

ASDIP 4 User`s Manual - ASDIP Structural Design

1. By choosing the Graph and View options from the Design menu the modified Reiher Meister plot which relates the frequency of vibration and displacement is displayed showing the ranges of human perceptibility found experimentally as well as the location of the point computed in the analysis as shown in Figure 6 Copyright ASDIP Structural Software le ee S Date 22 Jun 2005 Time 63 06 PM Project Reference Manual Example E ATION ANALY Descrip Beam BA CONCRETE SLAB DATA Engineer Your Name Concrete Strength fc ksi STEEL JOIST DATA slab Thickness t in Designation double click 20K5 Concrete Unit Weight oct Unsupported Length L 33 0 COMPOSITE SECTION PROPERTIES Joists Spacing S5 3 0 Effective Slab Width in 36 0 Steel Strength fy ksi 50 Neutral Axis fram Top In aoe Joist Seltweight p 82 Total Area A in 15 2 Total Allowable Load wt plfi 254 Moment of Inertia int 326 0 WARAING INCREASE JOIST SiE N HUMAN PERCEPTIBILITY SERVICE LOADS Excitation Disp Freg Human Flioornng Ceiling Weight ips h 50 Type ir cos Response Design Live Load wel fosi 35 0 Impactor 0 0052 5 24 of Live Load Applied 10 25 10 Human Heel 0 0092 5d Figure 5 Template of the program fihi Steel Joists Vibration Analysis File Edit VIBRATION ON FLOORS HUMAN PERCEPTIBILITY SPECTRA Engineering FSC Reference Manual Example HUMAN HEEL Gl IMPACTOR i STRONGLY AFrPMeamMorFrUM
2. Concrete Strength fc ksi 4 0 steel Yield Strength ty ksi 60 0 INTERACTION DIAGRAM Mote 1 AKAL Pr MOMENT Mir 16 0 21r Reinforcement Ratio Rho So GREAT I STEEL ARES Is OK Transverse Reinforcement Ties or spirals Used LSS T Ties Bar Size 1 d Reinforcement Clear Cover inj 1 4 COMBINED FACTORED LOADS Axial Load Pu kip 165 2 Bott Top Gravity Load k ft F350 50 0 Lateral Load k ft 35 0 25 0 ACI Under strength s F actor 0 70 SLENDERNESS sway or Monsway Column S Nj amp Clear Column Length Lu ti 14 0 Effective Length k F actor 10 slenderness Ratio kur 320 Euler Critical Axial Load Pe kipj 1219 SLENDERNESS MUST BE CONSIDERED Beta d Sustained Load Factor Of story Axial Load Sigma Pu fkip 165 story Critical Load Sigma Pe kip 1219 delta ns Factor WA delta s Factor 1 22 Fus 236 kip Niue 166 k tt Bending Moment hu KIB 1170 2 342 6 904 6 oag 920 5 fF 23 0 BFS 615 4 557 9 AG 433 2 364 1 297b 239 4 176 9 107 9 51 1 0 0 GUER VALUES Note 51 Figure 6 Template of the program Copyright ASDIP Structural Software Neutral Axis Location kl cfd Pn 255 7 kip GREAT I COLUMN CAPACITY IS OR 0 437 Mn 219 7 k tt Circular Concrete Columns 7 6 To determine a specific point of interest not tabulated in the interaction diagram enter a k Factor value on the template where the corresponding axial load and bending mome
3. Retrieve Data Saves the data in a file This is similar to File Save Data Stores the contents of a range in the clipboard This is similar to Edit Copy El Retrieves the contents of the clipboard This is similar to Edit Paste d Prints the module s template This is similar to File Print Li Displays a graph onto the screen This is similar to Design Graph View Recalculates the formulas This is similar to pressing the F9 key 2l Displays the on line documentation This is similar to Help Contents Copyright ASDIP Structural Software Chapter 3 The Modules List of programs that compose ASDIP Analysis of deflections in concrete beams and one way slabs Design of concrete corbels and beam ledges Design of concrete deep beams Design of circular concrete columns Design of rectangular concrete columns Design of any shaped concrete shear walls Analysis of lateral load distribution Design of tall slender masonry walls Design of steel beams with web openings Analysis of loads on pile foundations Analysis of vibrations in steel joist concrete slab floors Design of concrete beams under combined loading Seismic design of shear walls ACI 318 Chapter 21 Copyright ASDIP Structural Software Chapter 4 Concrete Beam Deflections Serviceability of a structure is determined by its deflection cracking extend of corrosion and surface deterioration Excessive defle
4. Bowles Joseph E Structural Steel Design McGraw Hill Inc 1980 Kuzmanovic B O and Willems N Steel Design for Structural Engineers 2d Ed Prentice Hall Inc Englewood Cliffs NJ 1983 Hsu Thomas T C Torsion of Reinforced Concrete Van Nostrand Reinhold Co 1984 MacGregor James G Reinforced Concrete Prentice Hall Inc Englewood Cliffs NJ 1988 Hrennikoff A Analysis of Piles Foundations with Batter Piles ASCE Paper 2401 Notes on ACI 318 02 Building Code Requirements for Reinforced Concrete with Design Applications Portland Cement Association Darwin D Steel and Composite Beams with Web Openings AISC Steel Design Guide Series 2 Fanella D and Rabbat B Design of Concrete Beams for Torsion on Ed Portland Cement Association 1997 Copyright ASDIP Structural Software
5. Shear Walls Seismic Design 16 4 Geometry Shear Wall Wall Thickness Tw 20 i Total Length Lw 25 Total Height Hw 35 Lateral Displacement 2 i Boundary Members Analysis Method Displacement Stress Member Width 36 in Hember Length 50 i Figure 5 The GEOMETRY dialog box From the Input menu select Reinforcement to enter the bar size and spacing information in the REINFORCEMENT dialog box as shown in Figure 6 Reinforcement Shear Wall Yertical Bars b ia a2 in Horizontal Bars b a h in Number of Curtains e B Boundary Members Use a Longitudinal Bars a Stirups Bar Size b ai s in Concrete Clear Cover 1 5 in Figure 6 The REINFORCEMENT dialog box Copyright ASDIP Structural Software Shear Walls Seismic Design 16 5 From the Input menu select Loads to enter the applied factored loads in the LOADS dialog box as shown in Figure 7 Combined Factored Loads Vertical Axial Force Pu Bending Moment Mu M 600 kip Horizontal Shear Force Yu e17 kip 15000 k ft Figure 7 The LOADS dialog box Date Project 2d ALUIG 2008 Time 11 30 AM ASDIP Reference Manual Descrip Example Engineer Your Name COMBINED FACTORED LOADS Vertical Axial Force Pu kip 1600 0 Horizontal Shear Force Wu kip 617 0 Qverturming Moment Mu fk fti 15000 fEOMETRY Wall Thickness Tw Wall Total Length Lw Vall Total Height Hw Latera
6. Ty b Basal 6 Horizontal Stirrups Try 4 Stinups b Figure 4 The REINFORCEMENT dialog box From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 5 Factored Loads Vertical Load 86 4 kip Dist from Col Face 3 in Horizontal Load 38 4 kip Figure 5 The LOADS dialog box OUTPUT Once the input data is entered the program performs the computations and checks the adequacy of the design The output consists of three non dimensional numbers indicating the limitations in shear capacity and the steel area provided All these ratios should be no greater than 1 0 In addition the program computes the required bearing plate area under the load to avoid concrete bearing failure Copyright ASDIP Structural Software Corbels and Beam Ledges Date 10 Aug 2006 Time 04 10 PM Project Reference Manual Descrip Example Engineer Your Name MATERIALS Concrete Strength fc ksi 4 0 steel Strength fy ksi 60 0 GEOMETRIC PROPERTIES Corbel or Beam Ledge Cflj C Column Width b in 14 0 Total Height h in 15 0 Effective Depth d in 14 0 COMBINED FACTORED LOADS Vertical Load fu kip 66 4 Dist from Column Face inj 3 0 Yud avn Shear Capacity Ratio 0 73 GREAT I SHEAR STRENGIR IS OK Horizontal Force Muc kip 38 4 CHECK FOR LEDGES WU awe Punching Shear Ratio MLA Regd Hanger Reinf insni MLA CORBEL amp BEAM LE
7. made any changes you may save your input data using File Save Data from the menu bar before closing If you have only one open module and select this command then ASDIP 4 will not allow you close your only module and will display a text box instead File Save Data Saves the changes made to the current data file under any filename If a file of the same name exists ASDIP 4 will ask you if you want to overwrite that file This feature allows you to save several versions of data for the same program not the program itself which results in significant disk space reduction When you choose the Save Data command the dialog box of Figure 2 shows up e All data files corresponding to the calling module are displayed in the FILE NAME list box To save the data file in another drive or directory use the DRIVES drop down list or the DIRECTORIES list box respectively e Inthe FILE NAME text box type a new filename You do not have to supply a file extension since it will be appended to the specified file e Press ENTER or choose the Ok button Copyright ASDIP Structural Software 2 3 Save Data File File Name BDT Path c progra asdip base pl bdt alij bm defl_bdt data Cancel int diag_ bdt List Files of Type Drives boTFiles cba Sia E Figure 2 The SAVE DATA dialog box File Retrieve Data Allows you to load an existing ASDIP 4 data file This command invokes a dialog box similar to the one show
8. 1 a 30 0 Beam Width Main flexure steel 72 0 Beam Height 10 0 Clear Span 11 6 Total Length SPECTRA Engineering FSC Example Figure 7 Schematic view of the deep beam A detailed report may be obtained by clicking on the corresponding icon on the tool bar or by selecting Navigate Go to Report from the menu Copyright ASDIP Structural Software Chapter 7 Concrete Circular Columns Columns are structural compression members which transmit loads from the upper floors to the lower levels and then to the soil through the foundations Since columns are compression elements failure of one column in a critical location can cause the progressive collapse of adjoining floors and in turn even the collapse of the entire structure Although tied columns are most commonly used because of the lower construction costs spirally bound circular columns are also used where increased ductility is needed such as in earthquake zones The ability of a spirally reinforced column to sustain the maximum load at excessive deformation prevents the complete collapse of the structure before total redistribution of moments and stresses is complete Failure in columns could occur as a result of material failure or by loss of lateral structural stability If a column fails due to material failure it is classified as a short column as opposed to the slender column whose failure is by buckling This program generates the axial load vs bending m
9. 7 FAC C otifness kw E 0 0949 Y Stifness KE 0 472 Torsional Stiffness Jp E ft hd RIGIDITY CENTER LOCATION Coordinate fram Origin ft 11 97 Coordinate from Origin ft 0 34 Figure 6 Template of the program Copyright ASDIP Structural Software Chapter 11 Masonry Walls This program performs the design of a tall slender reinforced masonry wall when Subjected to a vertical load per unit length and a horizontal load per unit area perpendicular to its plane The design complies either with UBC 97 or IBC 03 The ultimate moment computed by taking into account the P Delta effect is compared to the nominal moment times the appropriate phi factor The service load deflection is compared to the allowable deflection The axial stresses are also checked against the allowable limits The following assumptions are made 1 9 The strain in reinforcing steel and masonry is directly proportional to the distance from the neutral axis The maximum strain at the extreme masonry compression fiber is 0 003 in in The elasto plastic stress strain relationship is used for the reinforcing steel The tensile strength of masonry is neglected in flexural calculations for nominal and ultimate strength However it is considered in calculating deflections for the uncracked and cracked section Under factored loads masonry stress distribution is considered rectangular and uniform with a maximum value of 0 85 f m f
10. Copy to the module page just where the cellpointer is located The format of the target range is not altered ASDIP does not use the clipboard to perform this operation but a TXT file internally generated with Edit Copy Edit Clear Erases the contents of a range of input cells The Input Menu The Input menu includes commands that enable you to input eee Materials labels enter material properties and define geometry Geometry reinforcement and load data Alternatively ASDIP 4 allows Reinforcernert you enter data directly on the template if you do not want to poms Copyright ASDIP Structural Software 2 5 use the corresponding dialog boxes However it is recommended to use the dialog boxes in order to validate and exert better control of your input data TIP Double click on an input cell to show the corresponding dialog box IMPORTANT If the Options Recalculation command has been set MANUAL you must press the F9 key to update the program calculations and output Otherwise the results will not be correct When the data changes ASDIP shows a CALC indicator on the status bar to remind you that the formulas need to be recalculated in order to obtain the correct result Input Labels To keep track of data and output ASDIP allows you to specify the project name a brief description and the engineer s name This information is printed with the output and is intended to help you organize your dat
11. Figure 6 Template of the program Copyright ASDIP Structural Software Concrete Beams Design 15 5 By choosing the Graph and View options from the Design menu a graphic view of the beam section is displayed on the screen Additional data such as dimensions materials properties and steel reinforcement is also shown Figure 7 shows the graph generated by the program Note This problem is solved in Ref 23 page 4 1 fh Concrete Beam Design Miel File Edit SPECTRA Engineering PSC Reference Manual Example 6 Bars 10 Top or Bott 1 25 Clear Cover 6 0 Bars 4 a 4 9 Closed Stirrups 2 08 in Longitudinal Torsional Feinforcement 2 Bars 5 Each Face 26 0 r01 ina Longitudinal Flexural Reinforcement 20 0 24 fc 4000 psi Fy 0000 psi Figure 7 Schematic view of the beam section A detailed report may be obtained by clicking on the corresponding icon on the tool bar or by selecting Navigate Go to Report from the menu Copyright ASDIP Structural Software Chapter 16 Seismic Design of Shear Walls This program performs the design of a concrete shear wall subjected to any combination of vertical and horizontal loads and bending moment according to the ACI design criteria for structures in seismic zones ACI 318 Chapter 21 This program computes and checks the maximum shear stress in the wall and designs the shear reinforcement In addition the program designs if necessary the size a
12. Instant Deflection fin Actual Allow iri in 0 8567 2 400 0 867 1 200 2 200 0 900 2 205 1 800 7 11 Zdbs2 595 6 4 97 oy dd 156926 oasi 0 210 Fatio 0 36 0 72 2 45 1 23 Cond Type Live Load Live Load Long term Long term Figure 5 Template of the program fihi Concrete Beam Deflections Analysis File Edit 200 150 100 50 0 50 k 100 150 200 250 300 100 150 Bending Moment Diagram SPECTRA Engineering PSC 200 Distance in 250 300 350 400 LL DL CL Figure 6 Graphical view of the moment diagram Copyright ASDIP Structural Software 4 4 Chapter 5 Corbels and Beam Ledges Brackets or corbels are short haunched cantilevers that project from the inner part of columns to support heavy concentrated loads or beam reactions Its design has become increasingly important with the extended use of precast and prestressed concrete members and larger spans resulting in heavier shear loads at supports A beam ledge is a cantilever that project from a concrete column to support perpendicular precast beams The program performs the design of a reinforced concrete corbel or beam ledge subjected to vertical and horizontal combined factored loads based on the Strut Theory approach and the ACI Ultimate Strength Design Method The program designs the reinforcing steel as well as the bearing plate INPUT DATA The required input data consists of the materials prope
13. Mn 50853 k ft From the Input menu select Geometry to enter the wall and boundary member dimensions shown above in the GEOMETRY dialog box as shown in Figure 5 Copyright ASDIP Structural Software Shear Walls Seismic Design Date 23 Aug 2005 Time 12 41 Pht Project ASDIP Reference Manual Descrip Example Engineer Your Name MATERIALE Concrete Strength fc Steel Yield Stress fy Max Useable Concrete Strain GEOMETRIC PROPERTIES shear Wall Length L in 300 0 Number of Layers 100 max 60 Layer Thickness h in 5 00 COMBINED FACTORED LOADS Axial Load Pu kip 1600 Bending Moment Mu k ft T5000 ACI Under strength s F actor 0 79 Pus 2013 kip Mus 10674 k f INTE RACTION DIAG RAM AAIAL Pn KIpS 20091 22475 201240 6 186107 3 162244 3 14265 65 122566 0 10377 05 o409 9 ba 14 30 3 0 0 Neutral Axis k Factor Pr 2018 2 k ti 0 0 Bo 45 Oroz 0 ggo02 6 107160 4 112014 6 113803 5 110346 7 102441 6 odpad o beso disse MOMENT Mir 0 110 hin 508652 0 Figure 3 Interaction diagram of the shear wall fihi Concrete Shear Wall Design File Edit Pn Mn Interaction Diagram 32000 SPECTRA Engineering PSC 2o000 Example aeoo m auat Lisooo Oo a t 2000 F 2013 H Mi 15674 0 20000 40000 s0000 50000 100000 120000 Bending Moment k ft Figure 4 Interaction diagram of the shear wall Copyright ASDIP Structural Software
14. Opening Width ao 24 0 Eccentricity e Mote 4 In 0 0 MATERIALS Concrete Strength fe ksi 4 0 steel Strength Fy ksi 36 0 FACTORED LOADS AT OPENING shear Force vu kip Bending Moment Miu k ft DESIGN CHECK Comp Flange Local Buckling Opening Parameter Po 46 0 300 0 CONCRETE SLAB DATA lin Effective Slab Width Note 5 170 0 Concrete slab Thickness Metal Deck Ribs Height Transverse or Long Ribs Shear Studs Diameter BENDING CAPACITY Plastic Moment Mlp k ft Max Moment Capacity ahim k ft SHEAR CAPACITY Top Tee Shear Capacity kip Bottom Tee Shear Capacity kip Max Shear Capacity vm kip BENDING SHEAR INTERACTION Pure Bending Mus shim Cap Ratio Pure shear Wu savin Cap Ratio 0 803 Comb Loading Capacity Ratio 0 415 fa 2 Ari 49 5 17 9 arn 0 629 GREAT L SECTION CAPACITY Is OK REINFORCEMENT DESIGN Force in Reinforcement kip 20 Reinforcement Area T amp B Ar nf 0 75 Extensions Beyond Opening inj 6 0 Weld Thickness for EFUXS in 316 pening Aspect Ratio Maximum Opening Height Minimum Tee Depth Max Tee Aspect Ratio Max Nominal Shear Capacity GREAT L DESIGN CHECK IS OF Figure 5 Template of the program Figure 6 shows graphically the moment shear interaction diagram generated by the program and the point representing the applied loads For the design to be satisfactory this point must fall within the useable area delimited by the ca
15. computations and shows the analysis results Figure 6 shows the template of this program Date 22 Jun 2006 Time 0247 PA Project ASDIP URCRETE GEAM DE Descrip Reference Manual Example RENFORCEMENT DESIGN Engineer Your Name Clear Concrete Cover an 1 25 SECTION GEOMETRY TRANSVERSE Beam section Type Note 1 1 Transverse Reint A s infinleg 0 0406 Let Flange Width an DD stirrups 4 ce 49 i Beam Wieb Width inj 0 0 LONGITUDINAL Right Flange Width n 4 0 Bending Longitudinal Reint inf 01 Beam Total Height In Bending Reinforcement Ratio Rho 0 0115 Flange Thickness Torsional Longitudinal Reinf in 2 06 COMBINED FACTORE Use 2 Bars 5 at each Side shear Force Wu kip 103 0 Use 6 Bars 10 Top or Bottom Bending Moment Mu k fti 837 0 BENDING CAPACITY CHECK Torsional Moment Tu k 72 5 Minimum Bending Moment k f 256 MATERIALS Allowable Bending Moment k ft 13649 Concrete Strength fc iksi 4 0 GREAT BENDING CAPACITY IS OK Main Steel Strength fy fksil 60 0 TORSION CAPACITY CHECK stirrups strength fyh ksi 60 0 Moment to Neglect Torsion k ft 16 0 SHEAR CAPACITY CHECK TORSION EFFEGT MUST BE CONSIDERED shear Taken by Conc svc kip 56 2 Max ShearTorsian stress fps 257 2 shear Taken by Steel s kip 46 0 Max Allowable Stress ps A743 Max Allow Shear Force kip 191 2 Shear Torsion Stress Ratio 0 54 GREAT L SHEAR CAPACITY IS OF GREAT L DEAM OMMENSIONS ARE OF l
16. fc ksi 3 0 fZEOMETRIC PROPERTIES steel Yield stress fy ksi 50 0 Column Width b i INTERACTION DIAGRAM Mote 1 Column Total Depth h In t AXIAL Pr MOMENT tin Ast in fiat i kip As inf 0 00 i 1142 9 Asa inf 0 00 i 914 3 Asa fin 0 00 i i o60 6 Ass nf 2 3f i 605 6 COMBINED FACTORED LOADS 740 9 Axial Load Pu kip 450 BOO Bending Moment Miu 2 Bott Top B24 4 Gravity Load k tt 200 0 100 0 565 5 Lateral Load k ft 0 0 0 0 497 9 ACI Under strength s Factor r 451 6 SLENDERNESS 300 6 oway or Nonsway Column S N 345 7 Clear Column Length Lu ft 302 0 Effective Length k Factar 04 259 0 slenderness Ratio kLu r of 216 4 Euler Critical Axial Load Pe fkip 64311 172 3 SLENDERNESS MAY DBE NEGLECTED 100 2 Beta d Sustained Load Factor 0 0 0 story Axial Load Sigma Pu kip 2000 GREAT L COLUMN CAPACITY I5 OK story Critical Load Sigma Pec kip 32000 QUERY VALUES Note 3 delta ns Factor NA delta s Factor 1 00 Neutral Axis Location kl c fd 0 738 Pus 643 kip Muj 206 k f Pn 642 5 kip Mn 341 0 k ft Figure 5 Template of the program M Rectangular Column Design Ioj xi File Edit Pn Mn Interaction Diagram 1200 SPECTRA Engineering PSC Example 10 fo 3 0 ksi 0 8 Po fy 50 0 ksi 800 o x p agv oO fT 600 400 O A 200 0 50 100 150 200 250 300 350 400 450 Bending Moment k ft Figure
17. investigation The fill in the blanks format gives the user the opportunity to change the value of any variable and immediately obtain the result without re entering all the input data In addition the designer may perform what if analysis this is appreciate the relationship between the variables involved in a specific problem and optimize the design with minimum effort All the programs have been assembled to help the designer obtain specific results from procedures common to structural concrete steel and masonry design However they cannot replace the judgment of an experienced engineer who must select the structural types and appropriate loads and interpret the results obtained adequately from the analysis of structural systems Copyright ASDIP Structural Software 1 2 DEFINITIONS Module is a program that forms part of ASDIP 4 so we will use the terms program module application synonymously throughout this Manual Template is a page in every module dedicated to show in a neat and condensed form the input data and a selection of the most important information Report is a pre formatted page in every module that shows a detailed well organized ready to print information about your design All the modules have been protected to avoid accidental changes in formulas with the exception of those fields assigned for the required input data which appear highlighted in the programs for easier identification The input da
18. 2 28 0 28 23 28 0 28 24 28 0 28 Ecu O DOS a 26 28 0 28 27 28 0 28 28 28 0 28 29 28 0 28 30 216 0 28 3i 216 0 28 32 216 0 28 33 316 ta iA 34 216 0 ri 35 216 0 Se 36 216 0 ES penye Figure 2 Example data Geometry Shear Wall Length f2 in Humber of Layers e Figure 3 The GEOMETRY dialog box Once the number of segments has been defined enter the width and reinforcement of each individual segment in the REINFORCEMENT dialog box as shown in Figure 4 or if you prefer directly in the table provided below the template TIP Take advantage of the ASDIP spreadsheet like format and use the Copy and Paste commands from the Edit menu to enter the numbers onto this table Copyright ASDIP Structural Software Any shaped Concrete Shear Walls 9 4 Reinforcement Layer 33 Layer Width Width 216 in Ags 14 14 in Figure 4 The REINFORCEMENT dialog box From the Input menu select Loads to enter the applied factored loads in the LOADS dialog box as shown in Figure 5 Factored Loads Axial Load 2000 kip Bending Moment a k ft Figure 5 The LOADS dialog box OUTPUT In this example the section was divided into 36 layers 2 in thick each whose properties are shown in Fig 2 When all the data has been entered choose the Solve option from the Design menu to generate the interaction diagram This program s template with the example data is shown in Figure 6 Note this ex
19. 3 Chapter 13 Loads on Pile Groups DUE ID Alecdeian aston ubsrarsaduncdpaceesssidaautandasabeneenetegenedeuusiesssiceeusenes 13 1 EXAMP O on cic en snnnnonae ttn a NR 13 3 CUTOUT ous coi utracdtatnnse aa ea wenden iver eae 13 4 Copyright ASDIP Structural Software Chapter 14 Vibration of Joist Floors INPUT Dale wctutstecncust ley eeenpenneunes SnI mene EET oie ena er e ae ence tits ee errr A nee OE 6 0 E A A AET EEE A eee net ee ee ee Ue tn TE Chapter 15 Concrete Beams Chapter 16 Seismic Design of Shear Walls DEE Dalaiesc sancti ES Appendix A References Copyright ASDIP Structural Software Chapter 1 The Basics INTRODUCTION Frequently the design process involves an iterative procedure of selecting possible proportions for structural elements and then checking to determine whether the first solution is the best one This repetitive and tedious procedure may become time and effort consuming in any structural design office ASDIP 4 is a collection of stand alone programs that carefully integrate building code provisions with proven design and analysis techniques to perform many of the repetitive and sometimes cumbersome calculations most commonly used in structural engineering ASDIP 4 is an integrated interactive system that combines the flexibility of a fill in the blanks format with the power of the Windows environment to effortlessly develop either an optimal design or a quick
20. 6 Graphic view of the interaction diagram Copyright ASDIP Structural Software Chapter 9 Concrete Shear Walls This program generates the Pn Mn nominal capacity interaction diagram for any shape concrete section with any arrangement of non prestressed reinforcing steel The program is entirely based on the equilibrium of forces and compatibility of deformations The following assumptions have been made 1 Strains are directly proportional to the distance from the neutral axis 2 Plane sections before bending remain plane after bending 3 For concrete the Hognestad stress distribution is used 4 For reinforcing steel the elasto plastic model is used taking into account the strain hardening effect The section is divided in horizontal layers or segments of the same thickness whose number is defined by the user The strain and therefore the stress is assumed to be constant throughout the thickness of each segment and equal to that present at its mid depth The interaction diagram is generated by first defining the position of the neutral axis The strain and stress in each segment are then computed and the equilibrium of forces checked This way one point in the interaction diagram is found The procedure is repeated changing the neutral axis to another position and so on until the diagram is completed Of course the greater the number of segments the more precise the results obtained The designer s judgement pl
21. 8 Template of this program Copyright ASDIP Structural Software Shear Walls Seismic Design 16 6 OUTPUT Once the data is entered the program automatically computes the maximum stress and determines whether boundary members are required or not as per the ACI requirements The shear design is performed and the shear capacity checked In addition a complete design of the boundary members if needed is carried out including the steel ratio and axial capacity check as well as the design of the confinement steel The template related to this program with the example data is shown in Figure 8 By choosing the Graph and View options from the Design menu the graph generated by the program with the designed wall is displayed as shown in Figure 9 fihi Shear Wall Seismic Design File Edit WALL DIMENSIONS BOUNDARY MEMBERS MATERIALS Wall Thickness 20 0 Member Width 36 0 fc 4000 psi Total Length 25 0 ft Member Length 50 0 fy 6 ksi Total Height 35 0 ft steel Area 14 0 ine fyh 60 ksi 5 G5 hoops 5 a 12 vert 5 i 12 hor SPECTRA Engineering PSC Example Figure 9 Graph generated by the program A detailed report may be obtained by clicking on the corresponding icon on the tool bar or by selecting Navigate Go to Report from the menu Copyright ASDIP Structural Software Appendix A tS 10 11 12 13 14 15 16 17 18 19 20 21 22 23 References Blodg
22. ASDIP STRUCTURAL SOFTWARE ASDIP 4 User s Manual ASDirP STRUCTURAL ENGINEERING SOFTWARE Copyright ASDIP Structural Software Table of Contents Chapter 1 The Basics HO CUCHO WM clarcincaesintsta aostniasnaczanizaceannaraanasnuaadanesnan heated OA 1 1 PETIA MOEN era a E E T es unaael ate astra manteteiotee es aeiob ew acto 1 1 Features sasuwwacetenannredestenscanarnetargandecieual phagaeetdiaagiasaeeteeeeeaneuieones 1 2 Hardware Requirements cccecccceeeeeeeeeeseeeeessaeeeesaeeeeeegeeeeesgens 1 3 HVS FANON carare E A 1 4 RUNNING AS DIP Asrni A a sido 1 4 PIS Cte WC eE E A EAEE 1 4 Chapter 2 Operating the Program The Main Menu Wisteria nideontt nc etactnd stamurewone seas ed on nletl ace tae tami anaeasde 2 1 GB gs 28 Kolo Bh oy aeara RRR Tae tL eT Rens enter RET Ont ee Pn 2 12 Chapter 3 The Modules c ccc ccc cece cece cece eee eeeeeeeeaee eget eeaee eset eneas 3 1 Chapter 4 Concrete Beam Deflections WAU DAU adc ete tonsa etree A eee anetaee 4 1 EXAMP ceria sexe bein cece babteeess die eoaesenden annua neeeeseolada 4 1 COTO est oet tee ee tee cece E A sate eames 4 3 Chapter 5 Corbels and Beam Ledges ig 6 6 il 2 ce earn meer eee arene natn ee ne ee ne Revita nee aee see ene re meer Renee ee ee er 5 1 4211 0 Seer eee ee EE a eee eee eer 5 2 OUMES E a EERE 5 3 Chapter 6 Concrete Deep Beams Tig 6 lB 2 Fe EEE centre ere ee en Ee oe eee ene eee ee e
23. AT SHEAR DESIGA IS OF steel Strength fy Vertical stirrups GEOMETRY Vertical Bar Size f 4 section Width B ir Vertical Bar Spacing Sw inj 4 0 Total Length L tt Ay mind Av provided Ratio Uae Clear span Ln tt GREAT I VERT STEEL AREA IS OF span Las Total Height h Ratio Horizontal Bars Each Face YES TAIS 5 A DEEEF BEAM Horizontal Bar Size H 4 COMBINED FACTORED LOADS Horizontal Bar Spacing Sh finj 4 0 Distributed Load w ikt 146 GREAT 1 AOR DAR SPACING IS OF Concentrated Load F1 kip 0 0 Ash min Ash provided Ratio 0 19 L1 from Left Support 6 4 GREAT HORIZ STEEL AREA IS OF Concentrated Load Pe 0 0 BENDING Note 3 LA from Lett Support 10 6 Required steel Area As fin P24 shear at Critical Section vu kip 615 0 G6 Bars J atbottom hs 11 1 Max Wu awn Ratio 0 64 As reg As provided Ratio 051 GREAT 1 SHEAR CAPACITY fs OK GREAT 1 BENDING STEEL ARES Is OK Total Height h Inj GREAT I VERT BAR SPACING IS OF Figure 6 Template of the program By choosing the Graph and View options from the Design menu a graphic view of the deep beam is displayed showing important data such as the steel reinforcement member dimensions and material properties as shown in Figure 7 Copyright ASDIP Structural Software Concrete Deep Beams 6 5 ii Concrete Deep Beam Design el x File Edit 5 4 0 stirrups 5 4 0 et at full length at full height OEE Ff ff La o 4 at hs 11
24. CHECK solid srouted Wall Sel weight ost 55 Equivalent Thickness Axial Load at Max hom olf 1146 Wall Face Thickness Allowable Axial Load folfi 4032 GREAT GEOMETRY I5 OK MATERIALS Masonry Strength frm ksj 1 5 steel Yield Strength ty iksi APPLIED SERVICE LOADS Vert Roof Dead Load iplf Vert Roof Live Load iplf Vind Load on Wall pst Vind Load on Parapet ost seismic Coeff Ca Table 16 0 Importance Factor Ip GREAT L AXIAL CAPACITY IS OK BENDING CAPACITY CHECK Wall Parapet Max Moment Ib ft ft 1630 431 Moment Capacity b ft tt 1724 1556 GREAT L STRENGTH IS OF SERVICEABILITY CHECK Wall Parapet Maximum Deflection finj 0 969 0 008 Allowable Deflection finJ 1 65606 0 294 GREAT L OFFLEC TION IS OF l Figure 5 Template of the program In this example the design is correct since the bending capacity exceeds the maximum moment the axial load and the deflection are under the allowable values and the reinforcement ratio is ok Figure 6 shows the generated graphic view Copyright ASDIP Structural Software Tall Slender Masonry Walls 11 5 fih Tall Slender Masonry Wall Design Mel File Edit SPECTRA Engineering PSC Example Roof Dead Load 250 plf Roof Live Load 70 plf Wind Load on Vall 15 psf Wind Load on Parapet 20 pst seismic Coefficient Ca 0 36 fin 1 5 ksi fy 40 0 ksi Figure 6 Graphical view of the masonry wall A d
25. DGE DESIGN REINFORCEMENT DESIGN MAIN STEEL As Required infin 0 126 Number of Bars Provided 3 Main steel Bar Size 1 f As req As provided Ratio 0 96 GREAT I MAIN STEEL AREA IS OF HORIZONTAL STIRRUP S Ah Required infin 0034 Number of Stirrups Provided 4 stirrups Bar Size f 3 Ah req d Ah provided Ratio 0 54 GREAT I HORIZ STEEL AREA IS OK BEARING PLATE DESIGN Bearing strength sPb ksi 2 2 Req Bearing Plate Area inf 39 1 Bearing Plate Width in 14 0 Bearing Flate Length inj 3 0 GREAT PLATE DIMENSIONS ARE OK Figure 6 Template of this program fihi Corbel and Beam Ledge Design File Edit SPECTRA Engineering PSC Example 3 Bars 7 Main Steel 4 Bars 3 2 3 Closed Stirrups fc 4000 psi fy 60000 psi 7 Cross Bar Welded 3 5 Framing Bars 14 Column idth Figure 7 Graph generated by the program Copyright ASDIP Structural Software 5 4 Chapter 6 Concrete Deep Beams Deep beams are structural elements loaded as beams in which a significant amount of the load is transferred to the supports by a compression thrust joining the load and the reaction As a result the strain distribution is no longer considered linear and the shear deformations become significant when compared to pure flexure Floor slabs under horizontal load short soan beams carrying heavy loads and transfer girders are examples of deep beams This program performs the de
26. DS dialog box as shown in Figure 4 Factored Loads Axial Load 450 kip Bending Moments Bott Top Gravity Load 200 100 k ft Lateral Load jo 0 k ft Figure 4 The LOADS dialog box OUTPUT Once the input data has been completed choosing the Solve option from the Design menu can generate the tabulation of the interaction diagram Figure 5 shows the program s template The program applies the appropriate ACI under strength Phi factor to the applied loads in order to be compared with the nominal strength of the section and estimates a capacity ratio based on the position of these loads in the interaction diagram This ratio should not be greater than 100 To determine a specific point of interest in the interaction diagram enter a k Factor value in the template where the corresponding moment is calculated for a specified axial load In this example the section is adequate to carry the imposed loads since the point representing the acting loads appears into the useable area delimited by the interaction diagram and the coordinate axes A graphic view of the interaction diagram and the applied loads may be displayed by choosing the Graph and View options from the Design menu as shown in Figure 6 Copyright ASDIP Structural Software Rectangular Concrete Columns Date 98 Jun 2005 Time 04 50 Phi Project ASDIP Reference Manual psu Descrip Example MATERIALS Engineer Your Name Concrete Strength
27. MENT dialog box as shown in Figure 4 Copyright ASDIP Structural Software Concrete Deep Beams 6 3 Geometry Section Width ol Total Height z2 Total Length 11 5 Clear Span T Figure 3 The GEOMETRY dialog box Reinforcing Steel Vertical Bars k a F in Horizontal Bars H ak ah i in Bending Ty Bars b Figure 4 The REINFORCEMENT dialog box From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 5 Factored Loads Distributed Load MER kit Concentrated Distance from Loads Left Support PI 0 kip Li 0 ft P2 fo kip L2 0 ft Figure 5 The LOADS dialog box Copyright ASDIP Structural Software Concrete Deep Beams 6 4 OUTPUT Once the input data is entered the program automatically verifies the adequacy of the design The output consists basically of three messages indicating the adequacy of the spacing of the proposed reinforcement and five non dimensional numbers checking the limitations in section capacity and bar sizes suggested by the building code All these ratios should not be greater than 1 0 Figure 6 shows the template related to this program with data from the example problem Date 15 Aug 2005 Time 2 02 Phl Project Reference Manual Descrip Example REINFORCEMENT DESIGN Engineer Your Name SHEAR Notes 121 MATERIALS Ves reg V s provided Ratio 056 Concrete Strength fc GRE
28. Structural Software Chapter 10 Lateral Load Distribution This program performs the distribution of lateral loads among the shear walls in a structural floor taking into account the torsional moment generated due to an eccentricity between the center of mass and the center of rigidity The following assumptions have been made 1 The horizontal diaphragm is infinitely rigid in its plane so all the walls deflect the same amount and the forces are distributed in proportion to their rigidities 2 The walls are assumed to be fixed at its base and either fixed or pinned at its top Wall deformations are computed as the sum of the bending shear effects 4 All the walls are oriented in such a way that the principal axes are parallel to the coordinate axes oo INPUT DATA The input data required by this program include the floor dimensions in plan the applied horizontal loads in two perpendicular directions and its position with respect to an arbitrary origin of coordinates The point of application of the external loads must be the geometric centroid or the center of mass of the structure in plan lf the structure is not rectangular in plan the required dimensions are the maximum and minimum dimensions in plan The program computes an accidental torsional moment as the larger applied force by an eccentricity of 5 of the longer plan dimension In addition to the x y position of its centroid its dimensions in X and Y directions an
29. a e From the Input menu select Labels The dialog box of Figure 4 appears Labels Project Pme FRAME AA Description Beam BM 21 Engineer Eng John Doe Figure 4 The LABELS dialog box e Enter the labels in the corresponding text boxes e Press ENTER or choose the Ok button Input Materials Allows you to input the materials properties such as concrete and steel strength When this command is selected a dialog box appears as shown in Figure 5 This dialog box may vary depending on the program being used Copyright ASDIP Structural Software 2 6 Maternal Properties Concrete Strength Fc l4 Steel Strength fy Figure 5 The MATERIALS dialog box e Enter the concrete strength fc in the corresponding text box if different than the current value e Enter the steel yield strength fy in the corresponding text box if different than the current value e Press ENTER or choose the Ok button Input Geometry Allows you to define the structure s geometry When this command is selected a dialog box appears depending on the program being used This dialog box is shown separately for each program in the next chapters Input Reinforcement Allows you to input reinforcement data in concrete structures such as bar size and Spacing number of stirrups clear cover etc When this command is selected a dialog box appears depending on the program being used This dialog box is shown separate
30. am For the design to be adequate this ratio must not be greater than 1 0 In addition the program performs the design check based on limitations and guidelines that must be followed in order to ensure that the design equations used by the program are fully applicable When reinforcement for the opening is required it consists of horizontal bars above and below the opening at both sides of the web The program calculates the length of the bars beyond the opening edge and designs the continuous weld on both sides of the bar to be used INPUT DATA The input data required by this program includes the steel beam and concrete slab information the opening dimensions and eccentricity measured from the beam mid depth positive downward and the factored applied loads at opening location as shown in Figure 1 Copyright ASDIP Structural Software Steel Beams with Web Openings 12 2 c Figure 1 Required input data EXAMPLE An A36 W18x60 steel beam supports a 5 2 concrete slab in composite construction The slab is cast on metal decking with 3 deep ribs parallel to the 40 ft long beams which are spaced 40 ft apart The design calls for pairs of 44 x 5 shear studs spaced every foot and normal weight concrete with f c 4 ksi as shown in Figure 2 How much reinforcement is required for a concentric 10 x 24 opening if the factored loads at that location are Vu 46 k and Mu 300 k ft ee L Figure 2 Example
31. ample appears solved in Ref 5 page 653 Copyright ASDIP Structural Software Any shaped Concrete Shear Walls Date 08 Jun 2006 Time 04 25 PM Project ASDIP Reference Manual Descrip Example Engineer Your Name MATERIALS Concrete Strength fc steel Yield Stress fy Max Useable Concrete Strain Be UME lal PROPERTIES shear Wall Length L iri Number of Layers 100 max Layer Thickness h ir COMBINED FACTORED LOADS Axial Load Pu kip 2000 Bending Moment Mu k ft 3000 ACI Under strength s F actor UU Pug 2057 kip Muis 4206 k ft Figure 6 Template of the program INTE RACTION DIAG RAM AXIAL Pn Kips 16661 9 13327 1 11499 0 8914 6 6137 4 4636 4 3738 6 2565 2 2155 7 1445 3 729 7 0 0 Neutral Axis k Factor Pn 2856 9 k th 0 0 4917 7 E7441 9254 7 115085 1 119593 3 11692 5 11018 8 9780 5 8168 3 6145 7 3759 0 9 5 MOMENT Mir 0 574 Min 110006 2 A graphic view of the interaction diagram and the acting loads may be obtained with the Graph and View options from the Design menu as shown in Figure 7 GG Shear Wall Design File Edit 16000 16000 14000 A x 12000 a 10000 L 0 4 8000 d 8000 k j eas P 2857 w M 4286 2000 0 0 2000 4000 Pn Mn Interaction Diagram a000 SPECTRA Engineering PSC 10000 12000 600 Bending Moment k ft Figure 7 Graphic view of the interaction diagram Copyright ASDIP
32. ansfer information between files such as open close and save data files print Open Chrl U Close Save Data Ctrl 5 results and exit the program He naar Clear Data File Open iz ee Allows you to load an ASDIP 4 program The dialog box inier dep that appears shows you a listing of all the options Exit representing the programs that compose ASDIP 4 Choose the program you want to open from the dialog box A brief description of your selection is displayed at the bottom of the list of modules Click Open to confirm your selection When you start ASDIP 4 it starts without any module window a blank screen Load the program you want to work on using this command As an alternative use the Open icon from the tool bar for an easier and direct selection ASDIP allows up to 5 open modules at a time To toggle between open modules select from the list at the pull down Navigate Menu Copyright ASDIP Structural Software 2 2 ASDIP Menu Please select a program Steel Base Plates Design Concrete Beam Deflections Composite Beams Design Corbels and Beam Ledges Concrete Deep Beams Rectangular Concrete Columns Circular Concrete Columns Any shape Concrete Shear Wall Lateral Loads Distribution Design of composite beams taking into account the different loading stages as per AISC Figure 1 The FILE OPEN dialog box File Close This command closes the program contained in the active window If you have
33. ays an important role in deciding how accurate are the results obtained The maximum number of segments allowed is 100 Copyright ASDIP Structural Software Any shaped Concrete Shear Walls 9 2 INPUT DATA The data required includes the materials properties the ultimate concrete strain the total section length and the number of segments in which that section length will be divided In addition the program requires the width and steel area of each defined segment The required input data is presented schematically in Figure 1 Segment i om D bi Width of seg i zc c Asi Steel area in seg fy Ecu Fu My Figure 1 Required input data EXAMPLE As an example consider the channel section shown below reinforced as indicated and subjected to a moment about its weak principal axis causing tension at the web and compression at the ends of the flanges Find the capacity interaction diagram of the section From the Input menu select Geometry to enter the dimensions in the GEOMETRY dialog box as shown in Figure 3 Copyright ASDIP Structural Software Any shaped Concrete Shear Walls 9 3 5 Segment b As 14 in in 28 0 28 2 28 0 28 3 28 0 28 4 28 0 28 z 5 28 0 28 a 6 28 0 28 7 28 0 28 8 28 0 28 9 28 0 28 10 28 0 28 11 28 0 28 12 28 0 28 13 28 0 28 x 14 28 0 28 TET 15 28 0 28 GGF infin T o 17 28 0 28 18 28 0 28 19 28 0 28 i Te 4 ksi 20 28 0 28 21 28 0 28 nO fy 40 ksi 2
34. blem is solved in Ref 3 page 273 Example 8 4 This program generates the beam s bending moment diagram for the dead and live loads Select Graph and View from the Design menu to display the graph as shown in Figure 6 Copyright ASDIP Structural Software Concrete Beam Deflections Date Project 23 May 2006 Time ASDIP Reference Manual Descrip Example Engineer Your Name GEOMETRIC PROPERTIES Beam Clear Span Ln Beam Section Width bw Flange Effective Width be Flange Thickness hf Reinforcement at Top Steel Area A s fin Top Steel Depth d in Bott Steel Area As n 4 00 Bott Steel Depth d fn 16 2 SERVICE LOADS DEAD LOAD fseltweight included Uniformly Dist Load w kit Let End Moment M1 k ft Right End Moment hl k ft LIVE LOAD Uniformly Dist Load w Left End Moment t1 Right End Moment hi of LL Continuously Applied in in in Center 0 00 2 0 gga Ph 36 0 14 0 76 0 4 0 support 6 00 3 8 2 00 18 2 MATERIALS Concrete Strength fe ksi steel Strength fy iksi Conc Modulus of Elasticity Ec ksi Modulus of Elasticity Ratio n WNCRASCKED SECTION PROPERTIES Center of Gravity Depth h in Gross Moment of Inertia Iq ind First Crack Moment Mcr k ft CRACKED SECTION PROPERTIES Neutral Axis Depth c in Moment of Inertia Icr in DIL Effective Moment of Inertia find DL LL Eff Moment of Inertia tind DEFLECTION ANALYSIS Note 4 Dead Load
35. ction of a beam or slab can damage a partition below and excessive deflection of a lintel beam above a window opening can crack the glass panes This program computes the maximum deflection of a simply supported double reinforced concrete rectangular or T beam under the action of service loads taking into account the immediate and the long term effects according to ACI design criteria In addition continuous beams or one way slabs may also be modeled by entering the corresponding end moments INPUT DATA The required input data consists of the materials properties and beam dimensions In addition the service dead and live loads a distributed load and two end moments are required Figure 1 shows schematically the required input data Effective Width A s _ E AS Figure 1 Required input data EXAMPLE Find the maximum deflection of a uniformly loaded continuous beam with four spans of 36 ft a width of 14 in and a total depth of 21 in supporting a 4 slab The steel area is 4 00 in at a depth of 18 25 in The beam is subjected to a service dead load Copyright ASDIP Structural Software Concrete Beam Deflections 4 2 of 700 plf including its self weight and a live load of 1200 plf Use f c 4 ksi and fy 60 ksi Assume that 50 of the live load is continuously applied 7E 6 9 support Ln 36 ft 424 center 2 9 Support eae ao i j EP tee 14 Figure 2 Example problem data From the Input me
36. ctive menu commands in each particular program for easier use Secured fields to avoid accidental changes in formulas Much smaller data file than the program itself When saving several sets of data from the same program it results in a 5 to 10 times disk space reduction Combined text with values output messages updated with each new change Three different unit systems available US units in ft Kip ksi SI units cm m N MPa ME units cm m Tn Kg cm Printouts with ASCII characters and solid lines for excellent quality outputs Complete built in steel sections database Graphics printing without leaving the program This way you may include graphs in your set of calculations Fast performance Significant improvements due to compiled formulas minimal recalculation and automatic coprocessor support Mouse support for quick movement of the field pointer through the screen Lenient hardware requirements Selective printing options Exclusive ASDIP 4 Input Validation feature to avoid invalid data or erroneous input format such as negative values for materials properties etc Copyright ASDIP Structural Software 1 4 HARDWARE REQUIREMENTS To use ASDIP 4 a personal computer with the following minimum hardware and software configuration is needed e Microsoft Windows XP Vista 7 32 bit only For 64 bit XP mode is required e 16 MB installed RAM minimum e Hard disk with at least 25 MB of free space e A mouse or ot
37. d by human activity is transitory and as such is different from vibration caused by rotating machinery or other sources of steady state vibration Transient vibrations in which the occupants are at the same time the source and sensor cannot be isolated and must be controlled by the structure itself All floor systems regardless of the type of construction are flexible and as such they respond by vibrating when impacted The problem arises when the vibration is of an intensity that annoys the occupants Very few steel joist concrete slab floor systems exhibit annoying vibrations except those with wide spans over relatively large areas without partitions No vibration investigation is required for roofs Based on the Lenzen Method Ref 6 this program checks the adequacy of a steel joist concrete slab floor system in relation to human perceptibility to vibration when subjected to an impact from human activity INPUT DATA The input data required by the program consists of slab thickness concrete strength unit weight the unsupported joist span and spacing and the uniformly distributed design live load In addition the percentage of live load acting and the weight of insulation and flooring are required Figure 1 shows schematically the required input data EXAMPLE As an example consider a 3 5 normal weight concrete floor slab supported by 20K5 Steel joists spaced 3 0 on centers and 33 0 long as shown in Figure 2 Check if
38. d its height are required for each individual wall The program also considers whether the wall is fixed or cantilevered at top The required input data is shown schematically in Figure 1 Copyright ASDIP Structural Software Lateral Loads Distribution 10 2 Flan Width P AE f J sc J d j E z 7 a H sE j i IE E do E g i I A Origin Fiese Figure 1 Required input data EXAMPLE As an example consider the structure subjected to a lateral load of 500 plf along the long side whose plan view is shown in Figure 2 All the walls are 1 0 thick and 12 0 high Find the loads resisted by each wall Copyright ASDIP Structural Software Lateral Loads Distribution 10 3 Rigid Diaphragm Soke 500 plf t 1 0 h 12 0 Figure 2 Example data From the Input menu select Geometry to enter the dimensions in the GEOMETRY dialog box as shown in Figure 3 Geometry Wall ID C 4 Coor 59 Y Coor as xDim A Y Dim T Height 12 Figure 3 The GEOMETRY dialog box Note This problem appears solved in Ref 7 page 229 Example 7 6 From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 4 Copyright ASDIP Structural Software Lateral Loads Distribution 10 4 Lateral Loads Horizontal Distance Force from Origin dr jo kip yf ft Y dir 30 kp w 30 ft Exterior Moment fo k ft Fixed Fi
39. data From the Input menu select Geometry to enter the dimensions and properties in the GEOMETRY dialog box as shown in Figure 3 Copyright ASDIP Structural Software Steel Beams with Web Openings Geometry Opening Opening Height Mo Opening Width 24 Positive Upward O Heinf Area Ar 0 75 Slab Effective Width 120 Slab Thickness 5 5 12 3 Deck and Studs Deck Ribs Height 3 in Transverse Longitudinal Studs Diameter aan a of Studs to Support ha Ribs Orientation Figure 3 The GEOMETRY dialog box From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 4 Factored Loads at Opening Shear Force Bending Moment a6 kip 300 k ft Figure 4 The LOADS dialog box OUTPUT Once the input data is entered the program calculates the bending and shear Capacities and generates the interaction diagram If any reinforcement is specified the bar length and type of weld are calculated Figure 5 shows the template of the program with the example data This example is solved in Ref 22 example 4 2 Copyright ASDIP Structural Software Steel Beams with Web Openings Date Time 06 23 Pht Project Descrip Engineer 17 Jun 2005 Reference Manual Example Your Name STEEL BEAM DATA Designation Double click W18xb0 Composite Beam 7 CNI Resistance Factor 0 55 Opening Height ho 10 0
40. e The Navigate Menu Navigate The Navigate menu choices let you move between oto Lemplate i Go to Report pages in your application and select the active module Cantilever Footings Design from the open modules list ae Composite Beams Design Circular Concrete Columns ASDIP 4 allows up to five open modules at a time This Cantilever Retaining Walls Shear Walls Seirmic Design menu command contains the list of the open modules where you can select your active module ASDIP 4 shows a check mark to indicate the current active module You may switch to another open module by left clicking on the desired selection Help The Help Menu Contents l Search Index Even though ASDIP 4 has been designed to be a user HowDol friendly package and Is actually very easy to use this menu Keyboard includes several options that guide you throughout the License Validation program with extensive on line documentation Technical Support About ASDIP Copyright ASDIP Structural Software 2 11 THE TOOL BAR ASDIP uses icons to quickly access point and click visual interface elements that perform some of the most common tasks within ASDIP As a reference the meaning of every icon appears in the status bar at the top of the main window Opens a module This is similar to File Open Closes the current module s window This is similar to File Close Loads an existing data file This is similar to File
41. ee 6 2 2 cee eee ore eee ae ee ee ee eee ee eee ee ee ee 6 2 QUPUT eere ede ohentaatan ease eeiaencaeuen pace taeenece 6 4 Copyright ASDIP Structural Software Chapter 7 Concrete Circular Columns INOUE D Ala sristi ereere Ere Soul ooseditn bet tet dea vensnezaesenbeueleeniante 7 2 EAN eet tat tant ata ae aes ha etal oe aes las ee ae at tak heal 7 3 Uea ne eee Cece ree eenenen at Rarer et wen oar ea CL nnn er Men ne ean ee 7 4 Chapter 8 Concrete Rectangular Columns INPUT DALE wtsscdcnsseeebusnuedesnncnwanee SE TE O EEEE ER 8 1 EXAMDIG garriena E N E A atalaaeeu 8 2 OUP e r nner Cer nies on ree cere rer 8 3 Chapter 9 Concrete Shear Walls IDEN Dal atace a ctateuie E E 9 2 EXAMP E sunrticnvecmac Ace teint a aaa ei cei cade atedeerds 9 2 E oE E E mentee EAE T ener is ear ier nee nee Me tee te ante nee AET 9 4 DUT DAI eranen eee EA EEEE OAE EREE 10 1 EXGIMDIC ss2 ccscremegssuecesmasraneuuugueeaciscasaseeguneenesdemseneessuusepwieeuueeeds 10 2 BU E 0 eee ee een ener tr Mee ens tame Oe seen E eer hr eee ee eee 10 4 Chapter 11 Masonry Walls MAO IDA GA EE es cae dermeabcen anes attadecetecratous 11 2 EXGINDIC oanien Or ears lets O else Melee ge ae 11 2 OUMU erano wating cake ieel ton cuted eis anveemewnaumaeeaen eresae 11 3 Chapter 12 Beams with Web Openings Hig Bi BEE ener tee eee een ene ET eer ne yea Ae eT ee een nie 12 1 EXAMP eerren aer E EEEE 12 2 ODU sasira E ee ance tate tace 12
42. er Masonry Walls 11 3 Geometry Properties Nominal Wall Thickness e in Supported Only at Base Total Wall Height 25 ft Unsupported Height 21 8 ft Reinforcement TyBasit js E he Ein Center Outside Edge Bars Location Figure 3 The GEOMETRY dialog box From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 4 Service Loads Roof Dead Load Roof Live Load Wind Load on Wall Wind Load on Parapet Seismic Coefficient Ca Importance Factor Ip Figure 4 The LOADS dialog box Copyright ASDIP Structural Software Tall Slender Masonry Walls 11 4 OUTPUT When the input data is entered the program automatically performs the calculations and shows the analysis results The output consists basically of four messages indicating the adequacy of the design in amount of reinforcement axial capacity bending capacity and deflections Figure 5 shows the template related to the program with the example problem Date 17 Jun 2008 Time 04 24 PM Project Reference Manual LoSLERUER T EDE Descrip Example REINFORCEMENT D Engineer Your Name Reinforcing Gar size Bar Spacing Mote 3 GEOMETRY Bars at Center or Edge E Nominal Wall Thickness Bars Effective Depth d inj 2 75 supported Only at Base Y Reinforcement Ratio rho 0 0035 Total Wall Height GREAT REINFORCEMENT RATIOS OK l Lateral Support Height ARIAL CAPACITY
43. etailed report may be obtained by clicking on the corresponding icon on the tool bar or by selecting Navigate Go to Report from the menu Copyright ASDIP Structural Software Chapter 12 Web Openings in Beams Height limitations are often imposed on multistory buildings based on zoning regulations economic requirements and aesthetic considerations including the need to match the floor heights of existing buildings Web openings can be used to pass utilities through beams and thus help minimize story height A decrease in building height reduces both the exterior surface and the interior volume of a building which lowers the operational and maintenance costs On the negative side web openings can significantly reduce the shear and bending capacity of steel or composite beams This program calculates the combined bending and shear capacity of steel and composite beams with web openings Composite members may have solid or ribbed Slabs Ribs may be parallel or perpendicular to the steel beam Openings may be reinforced or unreinforced The procedures are compatible with LRFD of the AISC the applied loads must be factored generally 1 2 for DL and 1 6 for LL and the program applies internally the resistance factors to both moment and shear Capacities at the opening 0 90 for steel members and 0 85 for composite This program also determines the capacity ratio based on the position of the applied loads in the moment shear interaction diagr
44. ett Omer W Design of Welded Structures The James F Lincoln Arc Welding Foundation Cleveland Ohio 1966 DeWolf John T Design of Column Base Plates AISC Steel Design Guide Series 1 Nawy Edward G Reinforced Concrete 5 Ed Prentice Hall Inc Englewood Cliffs NJ 2005 Wang C K and Salmon C Reinforced Concrete Design 6 Ed John Wiley amp Sons Inc 2002 Park R and Paulay T Reinforced Concrete Structures John Wiley amp Sons Inc 1978 Vibration of Steel Joist Concrete Slab Floors SJI Technical Digest No 5 1988 Benjamin Jack R Statically Indeterminate Structures McGraw Hill Inc 1959 Amrhein James E Reinforced Masonry Engineering Handbook 4 Ed Masonry Institute of America 1983 Ekweme C G and Uzarski J Seismic Design of Masonry Using the 1997 UBC Concrete Masonry Association of California and Nevada 2000 Poulos H G and Davis E H Pile Foundation Analysis and Design John Wiley amp Sons 1980 Salmon C and Johnson J E Steel Structures 2 Ed Harper amp Row New York 1980 Winter G and others Design of Concrete Structures 7 Ed McGraw Hill Inc 1964 Teng Wayne C Foundation Design Prentice Hall Inc Englewood Cliffs Nu 1962 Dunham C M Foundations of Structures 2 Ed McGraw Hill Co 1968 Johnston Lyn amp Galambos Basic Design of Steel Structures 3 Ed Prentice Hall Inc Englewood Cliffs NJ 1986
45. g moment of 110 k ft It is reinforced with seven 8 vertical bars equally spaced as shown in Figure 3 Generate the interaction diagram and find out if the section is adequate f c 4 ksi and fy 60 ksi 7 fo 4 ksi fy 60 ksi Pu 165 k Mu 110 k ft 3 Spiral Figure 3 Example data Copyright ASDIP Structural Software Circular Concrete Columns 7 4 From the Input menu select Geometry to enter the dimensions in the GEOMETRY dialog box as shown in Figure 4 Geometry Column Diameter 18 in Reinforcement Try 7 amp Longitudinal Bars b amp Ties Spirals Confinement Bar Size 3s Clear Cover 1 4 in Confinement Type Figure 4 The GEOMETRY dialog box From the Input menu select Loads to enter the applied loads in the LOADS dialog box as shown in Figure 5 Factored Loads Axial Load 165 kip Bending Moment Bott Top Gravity Load z5 50 k ft Lateral Load 36 25 k ft Figure 5 The LOADS dialog box Copyright ASDIP Structural Software Circular Concrete Columns 7 5 OUTPUT Once the input data has been completed choosing the Solve option from the Design menu can generate the tabulation of the interaction diagram Figure 6 shows the program s template Date Project 15 Aug 2005 Time 03 08 Phi ASDIP Reference Manual Descrip Example 1 Engineer Your Name GEOMETRIC PROPERTIES Column Diameter O in f Longitudinal Bars i MATERIALS
46. her pointing device supported by Windows INSTALLATION 1 Download the demo from our web site and follow the instructions 2 When you order the software the license instruction will be emailed to you RUNNING ASDIP Once ASDIP 4 is installed it is ready to run Select ASDIP from the Start Programs menu or simply double click on the icon ASDIP 4 will run in demo mode until you validate your license To do so follow the instructions emailed to you the same day you place the order DISCLAIMER A great effort has gone into the development of ASDIP Although all the programs have been thoroughly tested and used to assure the correctness of analytical solutions the structural engineer of record is responsible for modeling the structure inputting data and applying engineering judgement to evaluate the output ASDIP Structural Software disclaims all responsibility for damages of any kind resulting from the use of the information contained herein or generated by this document and the accompanying computer software Copyright ASDIP Structural Software Chapter 2 Operating ASDIP THE MAIN MENU ASDIP 4 uses pull down menus to access commands that allow among other tasks the manipulation of files inputting of data changing the look of the program window setting preferences running the program showing the graphs and printing the results File Edit Input Design Options Navigate Help The File Menu The File menu is used to tr
47. his command Design Units ASDIP 4 allows you to work with any of the following unit systems US Customarily used in the United States kip ft in ksi SI The International system of units KN m cm MPa ME Mostly used in Europe and Latin America Tn m cm Kg cm Copyright ASDIP Structural Software 2 8 e Select Units from the Design menu The dialog box in Figure 7 appears e Choose an option from the ratio buttons which are mutually exclusive e Press ENTER or choose the Ok button EM units Tn m cm ksi Figure 7 The UNITS dialog box Design Graph Contains a cascading menu with commands that allow you to work with the output graphs generated by ASDIP 4 gt View Choose this option to display a graph directly onto the screen Show Graphs e Strap Footing Yew Shear Force Diagram Bending Moment Diagram Figure 8 The GRAPH VIEW dialog box e From the Design menu select Graph From the cascading menu select View A dialog box appears similar to the one shown in Figure 8 e Choose an option from the ratio buttons which are mutually exclusive e Press ENTER or choose the Ok button Copyright ASDIP Structural Software 2 9 gt Print Choose this option to print a graph to the active printer e From the Design menu select Graph From the cascading menu select Print A dialog box appears similar to the one shown in Figure 8 e Choose an option from the ratio buttons
48. his is in recognition of the fact that the Whitney s stress block although simpler is not correctly applicable to non rectangular compression areas since the centroids of the actual and idealized blocks do not coincide INPUT DATA The required input data includes the materials properties the applied factored loads and the geometric characteristics of the section such as the column diameter and number and size of reinforcing bars as shown in Figure 1 bar i FE LE as fy T D 5 Pu O Mu Figure 1 Required input data The program also allows optional input where clear cover other than 1 5 inches or where other than minimum size 3 or 4 circular ties or spirals are desirable Thus the results are directly applicable for precast columns with small cover or where severe exposure requires more concrete protection for reinforcement Copyright ASDIP Structural Software Circular Concrete Columns 7 3 The actual layout of vertical bars has been conservatively selected as least effective overall to produce the lowest value in moment for steel areas Figure 2 shows the actual bar patterns used where N lt 8 bars as opposed to the equivalent thin cylinder used to represent the sum of actual bar areas where N gt 8 7 BAR 8 BAR Figure 2 Arrangement of vertical bars EXAMPLE As an example consider an 18 diam 12 ft long spirally reinforced round column subject to an axial load of 165 k and a bendin
49. is entered choose the Solve option from the Design menu The program will automatically calculate the axial shear and bending forces taken by Copyright ASDIP Structural Software Load Analysis in Pile Foundations 13 4 each pile The output forces and displacements given by the program may then be used to evaluate if the applied loads are resisted by the foundation Figure 5 shows the template related to this program with the example data Date 17 Jun 2008 Time 06 41 PM GEOMETRY LOADS PER PILE Note 4 Project ASDIP Reference Line of x Batter Axial shear Moment Descrip Example IDSs Piles tt deg kip kip k tt Engineer Your Name PILE PROPERTIES Pile Diameter or Side n 9 0 Moment of Inertia an 322 Modulus of Elasticity E ks 1500 Axial Stifness n kiin 265 Fixed or Pinned Head F F F SUIL PROPERTIES Piles in Sand or Clay SE C subgrade Reaction ko pc 03 COMBINED SERVICE LOADS Vertical Load W kip 113 0 Horizontal Load H kip 39 4 Bending Moment M ik 173 4 TOF DISPLACEMENTS Vertical Displ Delta n 0 081 Horizontal Displ Delta x n 0 841 Rotatian Alpha rad 0 00139 STATIC CHECK Vertical Load W kip 113 Horizontal Load H kip 39 4 Bending Moment M k th 173 4 Figure 5 Template of this program In this example the maximum axial load carried by an individual pile is about 50 kips and the pile cap displacements are very small Figures 6 to 9 show
50. l Displacement du MATERIALS Concrete Strength fc Main Steel Strength ty Ties steel Strength fyh SHEAR DESIGN 2Acy fc Parameter kip 750 9 Number of Curtains Reqd 1 2 Max Allow Bar Spacing fin 18 0 Bar spacing AsmInAsS Size in Ratio Vertical 5 17 0 0 97 Horizontal 4 aq 127 0 0 97 GREAT STEEL AREA iS OF Hwilw Aspect Ratio 1 4 Alfa c 3 0 Understrength Factor 0 75 Design Shear Strength avn kip 1551 Vu evn Shear Capacity Ratio 0 40 GREAT SHEAR CAPACITY IO OK FLEXURE AND AXIAL LOAD DESIGN Generate the interaction diagram of the wall section using the INT VWALL program Neutral Axis Positionc kL fin 33 0 Nom Bending Strength Mn fk fti 50853 BOUNDARY MEMBER DESIGN Note 1 Displ or Stress Method D S 5 cd Law bO0O0 du Hw Displ Ratio 0 46 Max Stress 0 2 fe Ratio 108 SPECIAL BOUNDARY MEDER S AEG Boundary Member Width in 36 0 Boundary Member Length in 50 0 Minimum Member Length inj 4h GREAT I MEMBER LENGTH IS OF LONGUUBINAL STEEL Longit Reinf 14 Bars 4 Longitudinal Steel Area inj 14 0 Reinforcement Fatio Rho 0 0075 Reinf Ratio Rho 400 ty 0 0067 GREAT I STEEL AREA IS OK CONFINEMENT STEEL 1 5 4 40 4 0 sh ini 10 6 11 6 Concrete Clear Cover ir stirrups Bar size stirrups Max Yer Spacing fin stirrups Vertical Spacing sw fin Ash tin Legs 0 97 1 39 Long Direction short Direction 4 5 Figure
51. ly for each program in the next chapters Input Loads Allows you to input the applied loads either service or factored such as vertical and horizontal concentrated or distributed When this command is selected a dialog box appears depending on the program being used This dialog box is shown separately for each program in the next chapters The Design Menu The Design menu contains commands that enable you to select Sage the steel section to be analyzed execute the solver portion of Units ASDIP 4 define the unit system and work with the graphic output Haale Copyright ASDIP Structural Software 2 7 Design Select This command allows you to access the built in steel sections database provided with ASDIP 4 and select the desired section to be analyzed e Choose Select from the Design menu The dialog box in Figure 6 shows up e From the Section drop down list box select the section designation ASDIP 4 shows in the adjacent window the properties of the specified selection e Press ENTER or choose the Select button Section Properties Category AISC Standard Group w Shapes a Section wes E Figure 6 The SELECT dialog box Design Solve This command executes the ASDIP s solver engine used by some of the programs This command is intended to provide the user with the tool to run the solver at any time Most of the modules are solved internally and therefore do not have t
52. m fy Wall Face Thickness Bar Spacing Total Height Wall Thickness Figure 1 Required input data Copyright ASDIP Structural Software Tall Slender Masonry Walls 11 2 INPUT DATA The input data required by the program includes the wall dimensions the reinforcing bar size and spacing the materials properties and the applied loads In addition it is necessary to specify if the wall is supported only at the base if it is solid grouted and if inspection is provided Figure 1 shows schematically the required input data The program uses the maximum lateral load for the wind loading given as data and the seismic loading computed with the specified seismic factor Masonry type is concrete hollow block of normal weight 135 pcf and the thicknesses available are 6 8 10 and 12 inches Bar spacing must be in multiple of 8 inches and are located either at the blocks mid depth or at the outer edge EXAMPLE Determine the adequacy of a 6 concrete block wall that is 21 6 between horizontal supports as shown in Figure 2 The wall is solid grouted and special inspection is provided Try bars 5 16 Check per UBC 97 code fm 3S kel ty 40 ksi 5 bars Boca Te 15 psf Figure 2 Example data From the Input menu select Geometry to enter the dimensions and reinforcement information in the GEOMETRY dialog box as shown in Figure 3 Copyright ASDIP Structural Software Tall Slend
53. n in Figure 2 File Clear Data Clears the contents of all the input data cells of the active module File Print You may obtain a predefined and preformatted printout of your project by using File Print from the menu bar ASDIP 4 may print out the TEMPLATE and the REPORT pages as well as the generated graphs Alternatively use the print icon in the tool bar Figure 3 shows the dialog box related to this command Report Graph Figure 3 The PRINT dialog box Copyright ASDIP Structural Software 2 4 File Printer Setup This command allows you to select the active printer as specified in the Control Panel Refer to your Microsoft Windows manual on using the Control Panel File Exit This closes all open files and exits the program ASDIP 4 does not prompt you to save your data If a module has unsaved changes this information will be lost Unlike File Close File Exit closes all windows in your application and shuts down ASDIP 4 The Edit Menu The Edit menu includes commands to manipulate input Copy Ctrl C data such as Copy Paste and Clear These commands Paste Cirie Clear Del have effect only on the data entry cells which appear highlighted on the screen Edit Copy Stores the contents of a range of input cells in the clipboard This command is very useful to enter repetitive data in tabular form directly on the screen Edit Paste Copies data previously stored with Edit
54. nd reinforcement of the boundary members INPUT DATA The required input data includes the total wall length and thickness boundary member dimensions and reinforcement materials properties and combined factored loads as shown in Figure 1 Wall Total Length Wall Thickness Boundary Member Steel Area Member Width Member Length Hor N Figure 1 Required input data Copyright ASDIP Structural Software Shear Walls Seismic Design 16 2 EXAMPLE As an example consider the shear wall subjected to an overturning moment of 15 000 k ft a vertical load of 1 600 k and a horizontal force of 617 k as shown below Use f c 4 ksi and fy 60 ksi ae g Boundary Member 1449 ae 5012 Lo o af Figure 2 Example data Per ACI structural walls subjected to combined flexural and axial loads shall be designed to satisfy two basic conditions static equilibrium and compatibility of strains This procedure is essentially the same as that commonly used for columns Reinforcement in boundary elements and distributed in flanges and webs must be included in the strain compatibility analysis Such a procedure may be performed using the Concrete Shear Wall Design module in ASDIP 4 Figure 3 shows the template and figure 4 shows the graph of the shear wall interaction diagram generated as explained above From the template the neutral axis k factor is 0 11 therefore c kL 0 11x300 33 in and
55. nse under load are also considered The following assumptions have been made 1 Strains in reinforcement or concrete are directly proportional to the distance from the neutral axis 2 Maximum useable strain at extreme concrete compression fiber is 0 003 in in 3 The Whitney rectangular stress distribution for concrete is used 4 The elasto plastic stress strain relationship for reinforcing steel is used 5 Tensile strength of concrete is neglected INPUT DATA The input data required by the program includes the geometric characteristics of the section the materials properties and the applied combined ultimate loads as shown in Figure 1 da de ds Figure 1 Required input data Copyright ASDIP Structural Software Rectangular Concrete Columns 8 2 EXAMPLE As an example consider the section shown in Figure 2 subjected to a bending moment of 200 k ft and an axial load of 450 kips f c 3000 psi fy 50000 psi Find out if the section is adequate 348 fe amp be fy 30 ksi Figure 2 Example problem data From the Input menu select Geometry to enter the dimensions and reinforcement information in the GEOMETRY dialog box as shown in Figure 3 Geometry Width Column Size 15 H Reinforcement Figure 3 The GEOMETRY dialog box Copyright ASDIP Structural Software Rectangular Concrete Columns 8 3 From the Input menu select Loads to enter the applied factored loads in the LOA
56. nt are calculated for a specified neutral axis position The program applies the appropriate ACI under strength Phi factor to the applied loads in order to be compared with the nominal strength of the section A graphic view of the interaction diagram and the applied loads may be displayed by choosing the Graph and View options from the Design menu as shown in Figure 7 i Circular Column Design File Edit Pn Mn Interaction Diagram 1400 SPECTRA Engineering PSC a Example 1 A fe 40 ksi fy 60 0 ksi 4 1000 Diam 18 in 7 Bars 0 L soo oO a d B00 i k i p 400 200 0 40 ao 120 160 200 240 Bending Moment k ft Figure 7 Schematic view of the interaction diagram In this example the section is adequate to carry the imposed loads since the point representing the acting loads appears into the useable area delimited by the interaction diagram and the coordinate axes A detailed report may be obtained by clicking on the corresponding icon on the tool bar or by selecting Navigate Go to Report from the menu Copyright ASDIP Structural Software Chapter 8 Concrete Rectangular Columns This program generates the Pn Mn nominal interaction diagram for a rectangular concrete column with up to five layers of reinforcing steel and calculates the capacity of a member when subjected to bending moment and axial load The slenderness effect or secondary moments owing to the lateral deflection respo
57. nu select Geometry and enter the required information in the GEOMETRY dialog box as shown in Figure 3 Geometry Beam Section Width 14 in Flange Effective Width 78 in Flange Thickness ia in Al Al Center Support As top 0 d 2 8 As bot ia 18 19 Beam Clear Span Ln 36 ft Figure 3 The GEOMETRY dialog box Copyright ASDIP Structural Software Concrete Beam Deflections 4 3 From the Input menu select Loads to enter the applied service loads in the LOADS dialog box as shown in Figure 4 Service Loads Dead Live Distributed Load 07 1 2 k ft Left End Moment 0 0 k ft Right End Moment 97 A67 k ft Of Live Load Continuously Applied fso a Figure 4 The LOADS dialog box The program computes the section s properties in the pre cracking and post cracking stages and calculates the effective moment of inertia based on the Branson approach The maximum deflection is computed as the sum of the instantaneous deflection and the long term deflection in accordance with the ACI procedure It is then compared with maximum values allowed depending on the type of structure OUTPUT Figure 5 shows the template related to this program with the example problem data In this example the code deflection criterion is met by conditions A and B only Therefore the continuous beam is limited to floors or roofs not supporting or attached to nonstructural elements such as partitions Note this pro
58. oment interaction diagram of an unconfined circular concrete column with uniform arrangement of non prestressed reinforcing bars taking into account the slenderness effects The program is based on the equilibrium of forces and compatibility of deformations The following assumptions have been made 1 Stresses in concrete and steel are directly proportional to the distance from the neutral axis 2 Maximum useable strain at extreme concrete compression fiber is 0 003 in in 3 The Hognestad concrete stress strain relationship is used 4 For reinforcing steel the elasto plastic model is used taking into account the strain hardening effect 5 Tensile strength of concrete is neglected Copyright ASDIP Structural Software Circular Concrete Columns 7 2 The column section has been divided in 80 layers of the same thickness The strain and therefore the stress is assumed to be constant in all the thickness of each segment and equal to that present at its mid depth The interaction diagram is generated by defining several positions of the neutral axis and checking the external forces P and M for each condition that satisfies the equilibrium of forces The program takes into account the correction of concrete forces for the area in the compression block displaced by vertical bars The program generates the diagram with the actual curve stress strain of the concrete rather than using the equivalent rectangular stress distribution T
59. pacity diagram and the coordinate axes Select Graph and View from the Design menu to display the graphs generated by the program Figure 7 shows the specified W beam with information related to the design Copyright ASDIP Structural Software Steel Beams with Web Openings 12 5 MAnalysis of Beams with Web Openings File Edit SHEAR MOMENT INTERACTION DIAGRAM Reference Manual Example 0 0 1 0 2 0 3 0 4 05 0 6 0 7 0 5 og 1 Wu Phi ST Figure 6 Graphic view of the interaction diagram Ej Analypsis of Beams with Web Openings File Edit 18x60 d 16 20 in Opening Height 10 SPECTRA Engineering PSC A 17 60 in2 Babin ae eyes ind Opening Width 24 Example Gran na Eccentricity 0 bea ee 12 Fy 36 ksi Lu 13 4 0 75 ing x 36 in long steel bar welded ta beam Figure 7 Graphic view of the W beam Copyright ASDIP Structural Software Chapter 13 Loads on Pile Groups This program computes the axial load shear force and bending moment carried by each individual vertical or batter pile in a piles group foundation when subjected to a vertical load bending moment and horizontal load based on the Hrennikoff approach Ref 20 The following assumptions have been made 1 The pile cap is infinitely rigid and rotates about the mass center of the piles group 2 The origin of the coordinate axes is always located at the point of application of the vertical load 3 The load carried by each
60. pile is proportional to the displacement of the pile head 4 The problem is two dimensional that is all the pile movements take place in the same plane The structure is first modeled in the plane defining pile lines containing one or more piles with the same coordinate and batter The sign convention for loads coordinates and batter is positive as shown in Figure 1 INPUT DATA The required input data includes the acting service loads applied at the piles top level and the pile properties such as diameter inertia axial stiffness and modulus of elasticity The program also allows modeling the piles as fixed or pinned at top and analyzes the foundation either in sand or clay The axial stiffness of the piles may be calculated based on the following formula in absence of a more detailed procedure n AE L for bearing piles and AE 2L for friction piles The horizontal modulus of subgrade reaction is required just as provided in the soil report this is without taking into consideration the effect of pile diameter with units of force per cubic length For preloaded clays the program assumes the horizontal modulus of subgrade reaction to be uniform along the pile length and is called ko For sands and normally loaded clays the horizontal modulus is assumed to vary Copyright ASDIP Structural Software 00 Load Analysis in Pile Foundations 13 2 linearly with depth and is called ny Most of the soils encountered in practice are of
61. rties the corbel o beam ledge dimensions the applied loads and its position For the reinforcement design the bar size and spacing for the main tension steel and the horizontal stirrups are required Figure 1 shows the required input data A primary tension reinforcement Vy et Rote se A closed stirrups or ties Framing bar to secure stirrups or ties Figure 1 Required input data Copyright ASDIP Structural Software Corbels and Beam Ledges 5 2 EXAMPLE As an example design the corbel to project from a 14 square column supporting a factored vertical load of 86 4 kips acting at a distance of 3 0 in from the face of the column as shown below Use f c 4000 psi and fy 60 ksi No 8 Cross Bar Welded 3 No 7 Bars Welded to Bearing Plate Standard Hook 4 No 3 ties 21 4 0 and No 3 framing bar as shown Figure 2 Example problem data From the Input menu select Geometry to enter the dimensions in the GEOMETRY dialog box as shown in Figure 3 Geometry Column Width 14 in Total thickness E in Effective Depth 14 in Bearing Plate Width 14 in Bearing Plate Length in Figure 3 The GEOMETRY dialog box Copyright ASDIP Structural Software Corbels and Beam Ledges 5 3 From the Input menu select Reinforcement to enter the bar size information in the REINFORCEMENT dialog box as shown in Figure 4 Reinforcing Steel Hain Steel
62. sign of a simply supported reinforced concrete rectangular deep beam subjected to a uniformly distributed load and two concentrated loads applied on its top face The program is based on the ACI Ultimate Strength Design Method and applies to those flexural members having a clear span to height ratio of less than 4 The flexural reinforcement is designed taking into account the reduced lever arm due to the non linearity of the strains distribution Heigth for Clear Span Width Total Length Figure 1 Required input data Copyright ASDIP Structural Software Concrete Deep Beams 6 2 INPUT DATA The required input data includes the materials properties and member dimensions as well as the applied factored loads not including self weight For the shear reinforcement design the vertical and horizontal bar size and spacing is needed Figure 1 schematically shows the required input data EXAMPLE Consider the simply supported beam having a clear span of 10 ft subject to a distributed factored live load of 146 2 k ft on top The beam height is 72 in and its thickness is 20 in as shown in Figure 2 Design the reinforcement 146 2 k ft fo 4 ksi oi fy 60 ksi Se ER Figure 2 Example data From the Input menu select Geometry to enter the dimensions in the GEOMETRY dialog box as shown in Figure 3 From the Input menu select Reinforcement to enter the bar size information in the REINFORCE
63. ta may be entered directly on the templates or using the input dialog boxes The input dialog boxes may be invoked by either double clicking on the input data fields or using the pull down menus All the programs have been written to work with any of the following three unit systems e US English units customarily used in the United States in ft kip ksi e SI The International Standard system of units cm m N MPa e ME Metric units used in Europe and Latin America cm m Tn kg cm All the programs are able to generate graphs as a design tool to help the user visualize the design in an easier and faster way The ASDIP 4 context sensitive Help System may be invoked anytime and anywhere by just pressing the F1 key to obtain information on any command with the extensive on line documentation Copyright ASDIP Structural Software FEATURES Stand alone programs which run in Windows XP Vista 7 No additional software required Fill in the blanks format with in field editing Highlighted input fields for easier identification of fields assigned for data entry Personalized programs with your company name on screen and printouts Multi level context sensitive help system to guide you through the use of the programs Simply press F1 to obtain information on any command Documented calculations step by step on screen This allows the designer to follow the procedure and check any result Customized command tree with sele
64. the graphs generated by the program with the example problem data Note This problem appears solved in Refs 13 and 20 Copyright ASDIP Structural Software Load Analysis in Pile Foundations 13 5 EiiLoads on Pile Foundations Analysis File Edit soil Type CLAY Pile Diameter 9 in Modulus of subgrade Moment of Inertia 322 ing Reaction ko 0 3 pei Mod of Elasticity 1500 ksi Axial Stiffness 265 kin Vertical Load 113 kip Pile Top Condition FIED Horizontal Load 39 kip Bending Mament 173 k ft Origin 1 2 3 A F SPECTRA Engineering PSC Example File Edit Axial Load per Pile Kip Figure 7 Graph generated by the program Copyright ASDIP Structural Software Load Analysis in Pile Foundations 13 6 EiiLoads on Pile Foundations Analysis File Edit Shear Load per Pile Kip 0 4 0 4 0 4 0 4 0 4 0 0 03 0 1 Figure 8 Graph generated by the program Line ID M Load on Pile Foundations Analysis File Edit Moment per Pile k ft 3 2 3i 39 ga 32 32 20 1 5 0 5 0 2 a 4 J Figure 9 Graph generated by the program DI bI Copyright ASDIP Structural Software Chapter 14 Vibration in Joist Floors Steel beams or joists supporting large open floor areas tend to show motion problems Impact from human activity such as walking jumping dancing etc will excite a floor system in such a way that it vibrates Vibration cause
65. the transient vibrations are tolerable for human comfort Design live load is 35 psf Weight of insulation is 5 psf and live load acting is 10 f c 3 ksi Copyright ASDIP Structural Software Floors Vibration Analysis 14 2 Joist Spacing fic Concrete Slab D HE D Tp D Steel i Joist Figure 1 Required input data xg Concrete Slab 7 F Sa oe is Mo fc 20K5 Figure 2 Example data From the Input menu select Geometry to enter the dimensions and properties in the GEOMETRY dialog box as shown in Figure 3 From the Input menu select Loads to enter the applied service loads in the LOADS dialog box as shown in Figure 4 Copyright ASDIP Structural Software Floors Vibration Analysis 14 3 Geometry Joists Span 33 ft Joists Spacing 3 ft Slab Thickness 3 5 in Figure 3 The GEOMETRY dialog box Service Loads Flooring Ceiling Weight 5 pat Design Live Load 35 pat Sogn aan Applied ho Figure 4 The LOADS dialog box OUTPUT To specify the joist to be analyzed choose the Select option from the Design menu or double click the joist designation cell in the template Once the input data has been completed the program computes the properties of the composite section and evaluates human perceptibility by relating joist displacement and frequency of vibration Figure 5 shows the template related to the program This problem is solved in Ref 6 page 39
66. thically with a 6 thick slab Figure 1 shows the shear bending moment and torsional moment diagrams for the beam Assume f c 4 000 psi and fy 60 000 psi 74 3K 74 3K D Shear kips Bending moment ft kips Column 467 72 5 Torsional moment ft kips 72 5 Figure 2 Example data Copyright ASDIP Structural Software Concrete Beams Design 15 3 From the Input menu select Geometry to enter the edge beam type and dimensions in the GEOMETRY dialog box as shown in Figure 3 Geometry Type jii L shaped or T inverted Left Flange Width jo Beam Web Width 20 Hight Flange Width 24 Beam Total Height Flange Thickness Figure 3 The GEOMETRY dialog box From the Input menu select Materials to enter the material properties and bar size information in the MATERIALS dialog box as shown in Figure 4 Maternal Properties Concrete Strength Fe 4 ksi Main Steel Strength fy 60 kzi Strups Strength fy 60 ksi Figure 4 The MATERIALS dialog box From the Input menu select Loads to enter the applied factored loads as per the loading diagrams of Figure 2 in the LOADS dialog box as shown in Figure 5 Copyright ASDIP Structural Software Concrete Beams Design 15 4 Factored Loads Shear Force n OF kip Bending Moment 337 kft Torsional Moment 72 5 k ft Figure 5 The LOADS dialog box OUTPUT When the data is entered the program automatically performs the
67. this latter type Figure 1 Required input data In addition a tabular format is required for each pile line an identification numbers or letters the number of piles in that line the X coordinate of the pile tops with the origin at the point of application of the vertical load and the batter if any as the angle in degrees with the positive X axis Figure 1 shows the required input data Diam 3 322 in E Take kal A 268 KEAN Ko Qa pel Figure 2 Example data EXAMPLE As an example consider the piles group foundation shown below and subjected to a vertical load of 113 1 kips a bending moment of 173 4 k ft and a horizontal load of 39 4 kips Find out the forces in each individual pile Copyright ASDIP Structural Software Load Analysis in Pile Foundations 13 3 From the Input menu select Materials to enter the pile and soil information in the MATERIALS dialog box as shown in Figure 3 Maternal Properties Pile Diameter or Side Moment of Inertia Modulus of Elasticity Axial Stiffmess Fixity at Top Soll Maternal Type Sipe hean 0 3 pci Figure 3 The MATERIALS dialog box From the Input menu select Loads to enter the applied combined service loads in the LOADS dialog box as shown in Figure 4 Service Loads Vertical Load 113 kip Horizontal Load 39 3 kip Bending Moment 173 4 k ft Figure 4 The LOADS dialog box OUTPUT Once the data
68. wM o DcA TClvVe Fr MOT PERCEPTIBLE FREQUENCY Figure 6 Graph generated by the program Copyright ASDIP Structural Software Chapter 15 Concrete Beams This program performs the design of a non prestressed T or inverted T concrete beam when subjected to a combination of bending torsion and shear loading based on the latest ACI torsion design criteria and the Ultimate Strength Design Method After the 1995 ACI Code the contribution of concrete to torsional strength Tc is disregarded Thus Vc is unaffected by the presence of torsion Design for torsion is based on a thin walled tube space truss analogy The interaction of bending with shear and torsion is accounted for by adding the torsion longitudinal steel to that required by flexure INPUT DATA The required input data consists of the materials properties the beam type either T or inverted T the cross section dimensions the applied factored loads and the reinforcing bar sizes T beams may be either edge or interior and inverted T beams may be easily modeled as L The input data required by this program is shown in Figure 1 al Beam Height Left Flange Section Right Flange Figure 1 Required input data Copyright ASDIP Structural Software Concrete Beams Design 15 2 EXAMPLE Design the reinforcement for a 42 ft long spandrel beam in a cast in place concrete office building The beam dimensions are 20 x 32 and is cast monoli
69. which are mutually exclusive e Press ENTER or choose the Ok button The Options Menu The Options menu contains commands that enable you to ai am customize ASDIP 4 according to your personal preferences and RE needs Options Data Folder Allows you to specify the folder that ASDIP uses to save and retrieve data files To set a default data folder use the Settings Data Folder command at startup e Choose Data Folder from the Options menu The dialog box of Figure 9 appears Data Folder Please specify your data folder Figure 9 The DATA FOLDER dialog box e Enter a folder in the text box and press ENTER Options Recalculation Allows you to specify the way ASDIP 4 recalculates the module You set the method either AUTOMATIC or MANUAL Copyright ASDIP Structural Software 2 10 In automatic mode ASDIP 4 recalculates internally all formulas when you make a change to the contents of a field In manual mode it recalculates only when you press the F9 key or the corresponding icon in the tool bar The default is AUTOMATIC Note that sometimes is useful to set the recalculation mode to MANUAL for example to fill a table of data directly on the template Recalculation Mode fe Automatic data input with dialog boxes Manual recalculates when you press F9 Figure 10 The RECALCULATION settings Important Unlike Automatic mode in Manual mode you are allowed to enter data directly on the templat
70. xity at Top ai a fe Cantilever Figure 4 The LOADS dialog box OUTPUT The program automatically computes the wall rigidities the position of the rigidity center and performs the distribution of the lateral loads showing the contribution of the direct load and the torsional effect separately As recommended by most of the building codes when the torsional moment reduces the load taken by a wall this effect is neglected Figure 5 shows the graph generated by this program Figure 6 shows the template related to this program with the structure analyzed in the example im Lateral Load Distribution Analysis File Edit Lateral Load per Wall Kip Wall ID Z X Dir Y Dir Figure 5 Graph generated by the program Copyright ASDIP Structural Software Lateral Loads Distribution Date 10 Jun 2005 Time 0412 PM x DIR FORCES Y DIR FORCES Project Reference Manual Vall x x shear Torsion Total shear Torsion Total Descrip Example ILD tt tt tt tt kip kip kip kip kip kip 0 0 9 5 1 Engineer Your Name 0 20 0 17 0 0 0 0 1 UU 24 9 9 1 23 9 24 5 DD 10 0 1 0 12 0 0 0 0 1 0 1 0 1 0 0 0 1 59 0 4 5 1 0 10 0 17 0 0 0 0 0 0 0 6 0 9 1 15 2 Horizontal Force Dir kip 0 0 Distance from Origin tt 0 0 Horizontal Force Y Dir kip 30 0 Listance from Origin tt 30 0 Exterior Moment Mz k ft 0 0 Torsional Moment Tp k ft 541 STRUCTURE SUPPRESS Fixed Cantilever at Top

ASDIP 4 User`s Manual - ASDIP Structural Design

Contents

Download Pdf Manuals

Related Search

Related Contents