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1. ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 PO Box 188 Dsgnr MDB Date 9 50PM 22 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com rer KR ODDS 189 Ver 5 8 0 10 Sep 2003 Single Span Beam Analysis 2 1983 2003 ENERCALC Engineering Software Description Double Cantilevered Beam Page 1 clecdS exame les cove Analysis Cales Center Span 40 00 ft Moment of Inertia 8 352 000 in4 Left Cantilever 10 00 ft Elastic Modulus 29000 ksi Right Cantilever 1200 f Beam End Fixity Pin Pin Uniform Loads On Center Span n Left Cantilever On Right Cantilever 1 0 400 k ft 1 0 400 kft 1 0 400 k n Point Loads E Bonn nang ON D ne Magnitude 9600 k 4110 k 25 000 k 12 000 k 6 000 k Location 10 000 ft 2 000 ft 20 000 ft 26 000 ft 44 000 ft Magnitude 6 000 k k k k k Location 52 000 ft ft f f ft Trapezoidal Loads Magnitude Left 0275 km 0200 kft km kt Magnitude Right 0275 kf 0200 kft 0 310 kf kt Dist To Left Side 10 000 ft 44 000 ft ft ft Dist To Right Side 20 000 ft 52 000 ft 20 000 ft ft Query Values i Center Location 20 000 ft Left Cant 0 000 ft Right Cant 40 000 ft Moment 324 38 k f 0 00 k ft 137 60 k ft Shear 10 70 k 0 00 k 3070 k Deflection 0 29290 in 0 00000 in 000000 in Summary Moments Shears Reaction
2. because the greatest economy of member sizes is achieved Optimize Cantilever Lenghs The program will now calculate the cantilever lengths to provide equal mid span and support moments for all members with NON ZERO cantilever lengths Automatic Member Selection Using the Design button you can display a screen that will enable you to set design parameters and examine a database of wood members for selection of those that satisfy your criteria This screen allows you to e Specify maximum deflection ratios for dead and total loads e Specify overstress limits for bending and shear forces e Use Go to start the database search The beam width and lamination thickness already present in the calcsheet will be used to determine a depth considering bending and shear stresses and deflections Here s the screen Design Beam Section Type C Sawn Glued Laminated Checking Section C TJ Parallam C TJ TimberStrand C Custom User Defined x e Maximum Stress Ratio 1 00 B Cancel Dec Minimum Total Deflection Ratio 240 0 Wood Section Database On all the tabs labeled Right Key Double and Left you are provided with a button to select a wood section from the internal wood member database 1983 2003 ENERCALC Engineering Software Wood Design Modules 139 Wood Section button and entry Use this button to display the databa
3. Change Will display the same window as above but allow you to change section properties 1983 2003 ENERCALC Engineering Software Steel Design Modules 301 Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD Design Modes Allowable Stress Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlp e Internet HTML help documentation presented as web pages at www enercalc com sel_help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand
4. 0 1983 2003 ENERCALC Engineering Software Steel Design Modules 239 Results Sketch Diagrams Printing Print Diagram Location fti pi T ae 3 29 ET 10 34 43 86 17 38 2 ear Location ft Deflection in Sc e 6 81 10 13 86 17 38 20 91 2443 2795 3148 35 0 Location fti Data Table 3 29 eflection Graphic Diagram Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software 240 ENERCALC v Iv M Iv M Iv Iv Sample Printout 1983 2003 ENERCALC Engineering Software Steel Design Modules 241 ENERCALC Engineering Softwae Title ENERCALC Example Problems Job 97 000001 P 0 Box 188 Dsgrr MDB Date 12 56PM 26 OCT 03 Corona dd Mar CA 92660 Description Collection of example problems Voice 949 615 0151 Scope Al programs n the Structural Engineering Library WwWW enercalc co m rer y Page 1 HIID
5. 0 0055 AD 0470 99 2000 1 A ANEA i Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software 34 ENERCALC Sample Printout xl M M M v 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 35 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 9 47PM 22 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com e M 86 Ver 58 0 10 Sep 2002 Page S03 ENERG A C Engnestinc EES Beam on Elastic Foundation 5 c ecsS am ples ec w Analysis Calcs Description Beam with Fixed amp Pinned ends General Information Beam Span 24 500 ft Elastic Modulus 3 122 0 ks boas pamaco Depth 18 00 in Subgrade Modulus 231 00 pci ead Loads 1400 Width 36 00 in Grass 17 496 00 ind Live Loads 1700 4 Beta 4 106 Short TermLoads 1 550 Left End Foxity Fixed Right End Fixity Pinned Overall Factor 0 830 Load Combination DL LL ST s
6. 29 6029 96808 20 8645 10 4145 Center DL n HA Maximum nl A Left Cant OL n s Maximum n T Right Cart DL n 11 742 Maximum n eee 0 124 0 258 Sample Printout Page 2 0 358 0 667 1419 1 2394 0 009 am 0 489 pe 0 000 0 041 M 0 391 D 1983 2003 ENERCALC Engineering Software Wood Design Modules 153 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P 0 Box 188 Dsgnr MDS Date 11 49AM 25 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structura Engineering Library www enercalc com ES4 o SENSUS IS OO IEE cU Leo Dp RO ATEN A UPS wes E E Page 2 User KE 080001 ver 6 80 10 Sep 2000 Timber Cantilevered Beam System pdd rie es Description Four Bay System 2 Simple 1 Rt Cant 1 Double Cant Sketch amp Diagram Y 0ds I2 et 24st woes HEIN ai HN HUIT cas umm Tus 3 5 Timber Column This program analyzes timber columns subjected to a combination of axial load with optional eccentricities side bracket load and applied transverse moment Either rectangular or round columns may be analyzed In order to properly consider the effects of column slenderness and unbraced compression edge effects the user enters the unbraced lengths for each axis of axial instability and enters a separate unbraced length for determining the allowable bending
7. 8 af ooo 8 af ooo 8 af owg 0 f ooo 3 amp 1 af ooo 43 2 af ooo 4 3 af ooo 4 4 Af ooo 4 gt All load locations measured from LEFT support Trapezoidal Tab Up to 8 full or partial length uniform loads with varying start amp end magnitudes can be specified on this tab The Left Start magnitude refers to the left hand side of the load Magnitudes can be positive or negative values at both or either ends The Location is the distance from the left support to the location of the Startpoint or Endpoint of the load If the Location value is negative then it is on the left cantilever If the value exceeds the center span length then it is on the right cantilever Cases where negative Locations are entered with no left cantilever or a Fixed left support are ignored Similar behavior happens for Location values that are longer than the Center Span distance Positive values act with the force of gravity and deflect a beam downward resulting in compression on the top fiber 1983 2003 ENERCALC Engineering Software 14 ENERCALC General Uniform Point Trapezoidal Query Magnitude at Left Start aiaa 4 k ft at Right End St 0 200 4 ma kf X Right 2000 4 52000 4 Ea 4 5 Magnitude 6 at Left Start 4 4 kift at Right End 4 4 k ft X Left 0 000 0 000 0 000 4 ft X Right 0 000 0 000 4 0 000 4
8. Right Support 68 76 k ft 0 00 n3 0 00 psi Shear Analysis Let Suppor Right Support Design Shear 2474 k 26 83 k Area Required 119 941 in2 130 084 n2 Fy Allowable 206 25 psi 206 25 psi Bearing Supports Max Left Reaction 27 85 k Bearing Length Req d 14 117 in Max Right Reaction 3181 k Bearing Length Reqd 16121 in Query Values M V amp D Specified Locations Moment Shea Deflection Canter Span Location 12 50 ft 7412 7 65 k 0 6033 in Right Cant Location 33 00 fi 95 59 k ft 554k 0 3027 in Lett Cant Location 800 f 1 53k ft 6 02 k 0 7089 in Sketch amp Diagram Route m TIT n EE bw ur 2 beu di seii auem Bue d z 7 75 shor Muti Ens 9 07 s 9197 997 UNE 4025 5007 020 CRETE 15 50 8 Ben Ot 6 RE 5 4 En 5 22 Una rte 7228 WesQuM emo 4 ye LEE mar JUR 2 o Wenpin vm magina 142 Det qp tter 0 6m DUO iied n enn e DT Auw Ere Er 546 9197 2907 4 00 S 5867 89 0 UE ETETE Beem Shea 40 05072 f 45 9197 277 uw 1025 5667 Doncuibar CMY 3 4 Series of Cantilevered Beams This program analyzes and designs a series of statically determinate simple span and cantilevered beams This type of framing arrangement is typically used in warehouse type 1983 2003 ENERCALC Engineering Software Wood Design Modules 135 structures where long runs of cantilevered and simple span beams provide an economical framing system The econ
9. Dead Load Live Load Uniform 23 34 66 7 9h Partial i E Stat 0 004 End 0 00 a Point Ld 2 4 4 ibs at 0 00 518 Ponti a 3s sx 0 00 418 Point Ld 2 Bl jus 0 00 Point Ld 34 3 3 lbs Unique Features Results sketen Diagrams Notes Printing Beam is OK Deflection OK Moments Mmax Center 10 40 in k at 4 250 ft M Rt Support 0 00 in k Stress Ratio 0 328 Bending fo 416 3 psi Fb 1 450 0 psi Shear fr 31 15 psi Fy 95 00 psi Reactions Let DL 124 7 LL 2833 Max 408 0 Ibs Right DL 1247 LL 2833 Max 408 0 lbs Def Ratio Limit 356 0 Center Span Deflections DL J018in 4258 L Defi Ratio 5 609 LL Dn 4 258 L Defi Ratio 2 556 DL LL J05 in 425f L Defi Ratio 1 775 Cantilever End Deflections DL 0 40 in L Defl Ratio g DL LL 0 600 in L Defl Ratio 9 of 1 000 Rb 0 000 Le 2 0001 e The user has the ability to quickly design up to seven beams or joists in this one program e Live loads are automatically skip loaded when cantilevers are present to get maximum moments shears reactions and deflections e The program checks depth factor and unsupported lengths to calculate allowable 1983 2003 ENERCALC Engineering Software 108 ENERCALC bending stresses e The actual shear stress is calculated at a distance d from each support Assumptions amp Limitations e You must enter the actual beam depth and width e Beam ends can t be fixed nor
10. Moments Query Description Double Cantilevered Beam LE RTE RASE EAR pea alata OTT ST 40 000 4 ft Pott Cantile var eee cc cree ce 10000 34 ft Right CanlllByBl nn 12000 4 f nd Fixity Pin Pin Fix Pin C Fix Fix C Pin Fix Fix Free Moment of Inertia 8 352 000 4 in4 Elastic Modulus 29 000 0 4 ksi 1983 2003 ENERCALC Engineering Software 12 ENERCALC Center Span Left Cantilever Right Cantilever Enter the span lengths for center span and cantilevers When an end fixity is specified as Fixed any entry for cantilever length or loads that extend past the fixed support will be ignored Distributed loads that extend past the fixed support will simply be truncated End Fixity This entry enable you to specify the end fixity combination for the beam The order of the words is refers to the left right ends of the beam e Pin means that the beam end is free to rotate but fixed against X or Y horizontal or vertical movement e Free means that the end is completely free to move in all directions basically a cantilever end e Fixed is like Pin but rotation is also prevented just as if the beam end were buried in stone Inertia amp Elastic Modulus Entry of both these items is required to for the program to calculate deflections If one or both of these entries is zero deflections will be 0 0 Uniform Tab This tab provides entries for you to
11. No No No Yes No Dead Load e amp t 144 00 144 00 144 00 144 00 144 00 Live Load on 260 00 260 00 260 00 260 00 260 00 Desd Load m 27500 Live Load am 191 00 Start f 3 000 End n 15 000 15 000 6200 15 000 12 000 Dead Load Let gt Dead Load Right en Live Load or or 321 00 Live Load Right 9m Stait t Eni t 15000 15 000 8 000 15 000 15 000 Port 1 DeadLoad bs 1 200 00 Live Load lbs 1 500 00 x f 6 000 Res ults max a Hb 45 v0 s axes t 750 1050 6 00 600 5 90 Max Let End ik 0 0 0 0 00 oo 00 Max Right End ink oo 00 00 00 1221 fo Actual pei 209D 4096 oo 1064 5 525 1 Fb Abweble ps 1 937 5 1 8768 00 1 682 7 41 6327 Bending OM Dending OK BewdingOK BendingOK Beading OK Shear Let k 108 151 465 164 Shear Rigt k 108 151 0 00 4M 300 fyc Actual pet 15 8 236 00 73 2 495 Fy Allowable psi 1063 106 3 00 1063 106 3 Shear OK Sheer OK Sheer OK Shear OK Shear OK Reactions amp Deflection DL em Le i 0 00 50 54 LL Let k 000 0 00 0 00 285 ooo Total NU k 1 08 1 51 6 00 445 1 64 DL k 108 151 00 156 300 LL d Ri k 000 0 00 0 00 255 0 00 Total Right k 1 00 151 00 an 3 00 Max Deflection n 0047 D182 0000 0 223 0 051 aX t 7 50 10 50 0 00 730 640 Location 0 00 Q 00 0 00 0 00 Q 00 Moment ink oo 00 00 00 00 Shear k 11 15 oo 46 18 Deflection n 0000 0 0000 0 0000 00000 0000 1983 2003 ENERCALC Engineering Software Wood Design Modules 3 2 Timber Beam amp Joist Design 107 This program provides design
12. 15 000 t X X Axis Moments At TOP Between Ends At BOTTOM ht 14 Section W14X159 Height 1650f Axial Loads DL 65 10 LL 4250 ST 000k Ecc 8 QOUin Unbraced Lenghs X X 18 50f Y Combined Stress Ratios ASC Formula H1 1 ASC Formula H1 ASC Formula H1 3 XX Axis 1 Beam Ae 102 000 hi XX Axis Beam tg a YY Anis Fa ealc d Allowable amp Actual Stresses Fa Alloweble fa Actual Fb Alow F 1 4 Fb Alow F1 7 8 F1 8 fb xx Actual Fbcyy Alow F 1 5 Fbiyy Apow F1 7 8 F 1 8 fb yy Actual 24001 Dead lt LkT lt 1000 Cb Fy 5 Fo per Eq F14 12 000 Cb AF I I d Dead Live DL LL DL Short 1623ks 18 23 ksi 16 23 ksi 2158 ksi 139ks 0 92 ks 231 ksi 139 ksi 21 60kg 21 60 ks 21 60 kei 28 73 ksi 2160k8 21 60 kg 21 60 ksi 28 73 ksi 306 ke 1 35 kg 4 20 ksi 3 06 ksi 2700ks 27 00 ka 27 00 ksi 3591 ksi 2700ks 27 00 ka 27 00 ksi 3591 ksi 980ks 6 23 ki 15 72 ksi 360 ksi 1983 2003 ENERCALC Engineering Software Steel Design Modules 295 ENERCALC Engineering Software Title ENERC ALC Example Problems Job 97 000001 P O Box 188 Degnr MDB Date 4 33PM 26 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope Al programs in the Structural E ngneenng Library Analysis Values F ex DLa4LL 123277 ps Cm x DLeLL 1 00 Co x DL LL 1 00 F ey DL4 LL 28837 ps Cm y DL LL 1 00 Cb y DL LL 1 00 F ex_
13. 4 in Eccentric Side Load 1 200 0 550 0 H Ibs side Load Eccentricity 5 000 5 000 4 0 000 in Side Load Dist above Base 8 000 4 8 000 4 0 000 4 ft Equivalent Load Mid Height 108 84 49 89 0 00 lbs Side Load Moment 3 428 57 1 571 43 0 00 in Max Design Moment 40 928 57 20 321 43 26 250 00 in Axial Load This defines the axial load applied to the top of the column It can be applied optionally at the eccentricity defined below Eccentricity Eccentricity of the axial load defined above This eccentricity is in reference to the X axis only and may be entered as positive or negative Applied Transverse Moment This is a user defined moment applied to the column between supports This represents a magnitude only and is added to the other moments calculated Eccentric Side Load Enter the vertical load applied eccentrically to the column between top and bottom ends Based upon the distance and height entries to follow this load is transformed into an equivalent lateral point load on the column to determine the moment it induces Side Load Eccentricity Distance from column Centerline 1983 2003 ENERCALC Engineering Software 160 ENERCALC This defines the distance from column centerline to the point of side load application For axial load positive ecc positive moment For side load positive ecc positive moment All positive moments will be added to ob
14. Description Axial Load w X amp Y Eccentricities olumn Eleinhts Eee A Mnbraceri eec Er wer rev Unbracetdz cette dete X X Sidesway Restrained Y Y Sidesway amp Restrained Free to Sway Free to Sway 16 500 4 ft Distance between bracing preventing deflection along Axis 24 000 B ft 18 500 al ft End Fixities Pin Pin Pin Fix C Fix Free C Fix Fix Fix Pin Steel Section W14X159 Da tay con ea UE HR eae 36 0 4 ksi Include Live wi Short Term Loads oadibiraombssbtors sore econ no noee 1 330 Elastica ioc E T UU UT 29 000 0 ksi Column Height The total column height is used to calculate moments applied to the column as Applied Loads Distance between bracing preventing deflection along Axis r 285 This is the actual unbraced length of the column with respect to the X X and Y Y axis This unbraced length will be multiplied by the effective length factor to determine the overall slenderness of the column about each axis The X X Unbraced length entry specifies the distance between elements that are bracing the column against movement along it s local X X axis For wide flange beams this is parallel to the flanges Similar definition holds for bracing lengths for the Y Y axis movement Sidesway Status Indicate whether or not the column is subject to sidesway Enter a 1 if sidesway will be restra
15. East West Length 180 00 ft Seismic Factor 0 1830 North South Chord 360 00 ft Fastener Size 14ga East West Chord 180 00 ft Boundary Loads Acting North amp South Boundary Loads Acting East amp West 1 1 154 rom j H to t 1 1 154 rom 1 to bi t 2 1 154 00 f from 30000ft to 180000 2 1 154 00 sm from 60000 to 360000ft 3 m from ft to fl 3 ah from ft to ft 4 m from ft to fii 4 af from ft to ft North amp South Walls Design Data amp Nailing Requirements pacing Framing Plywood Lines of Boundary Other Shear Zone Size rade Fasteners Spacing dges Value Distance At North Wall 3x Structural Il 2 2 in 2 in 1 200 0 3600 f 2nd zone 3x Structural il 2 25 in 3 in 800 0 f 8784 f Center Zone 3x Structural il 2 4 in 4 in 500 0 A 2nd Zone 3x Structural Il 2 25 in 3 in 900 0 f 8496 fi At South Wall 3x Structural Il 2 2 in 2 in 1 200 0 f 38 88 ft East amp West Walls Design Data amp Nailing Requirements i pacing Framing Plywood Lines of Boundary Other Shear Zone Size Grade Fasteners Spacing Edges Value Distance At West Wall 3x Structural 1 2 2 in 2 in 1 200 OF 000 f 2nd zone 3x Structural Il 2 2 5 in 3 in 300 0 sf 000 Center Zone 3x Structural il 2 in 4 in 500 0 sf 2nd Zone 3x Structural Il 2 25 in 3 in 900 0 ft 000 fi At East Wall 3x Structural Il 2 2 in 2 in 1 200 0 s ft 000 8 1983 2003 ENERCALC Engineering Software 206 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Prob
16. K Lir lt Cc YY Axis Beam Minor Axis Passes Table B5 1 F 0 75 Fy per Eq F2 1 Axial amp Bending Stresses This table presents the results for different combinations of loadings on the column and their resulting calculated actual and allowable stresses Stress Check Comments In this section various messages will be displayed indicating what factors governed the calculation of allowable bending stress The internal AISC code checking system can evaluate allowable stresses for all members EXCEPT SINGLE AND DOUBLE ANGLES Although the program will calculate actual bending stresses THE DESIGNER MUST DETERMINE IF THE BENDING IS VALID DUE TO THE UNEQUAL CROSS PRODUCT NATURE OF THE SECTION Details Tab This tab present more details of the intermediate values calculated for the analysis of the 1983 2003 ENERCALC Engineering Software Steel Design Modules 291 allowable axial and bending stresses for the column Also given is the lateral deflections of the column for each axis as a result of applied lateral loads and a moment applied from an eccentric axial load Summary Details Sketen Printing F ex DL LL 123 277 0 psi F ex DL LL ST 163 958 4 psi Fey DL LL 28 837 1 psi F ey DL LL ST 38 353 3 psi Cmx DL LL 1 00 Cb xx DL LL 1 00 Cm DL LL 1 00 Ch y DL LL 1 00 Cm DL LL ST 1 00 Cbx DESPIPFST 1 00 Cm DL LL ST 1 00 Ch y DL LL ST 1 00 Max X X Axis Deflection 0 065 in at 9 240 ft Max Y Y Axis Deflectio
17. Left 54 87 k Maximum Shear Right 39 40 k Maximum Left Reaction 54 87 k Maximum Right Reaction SAAR Fa calc d per Eq E2 2 K Lr gt Gc Beam Major Axis 102 000 Ch Fy 5 lt LAT lt 610 000 Cb Fy 5 Fb per E Beam Major Axis Fb per Eq F1 8 Fb 12 000 Ch Af d Maximum Values Using the beam span applied loads section properties unbraced length and member data the maximum bending and shear forces and stresses are listed More details of how the allowable bending stress is calculated is given at the beginning of the Steel chapter in this manual and in the worksheet area titled Allowable Stress Analysis Values fb Fb This is the actual bending stress divided by the allowable fv Fv This is the actual shear stress divided by the allowable Deflections Center span deflection is the maximum magnitude positive or negative between the supports Deflection at left and right will only be given when cantilevers are present and are the deflections at the ends of the cantilever 1983 2003 ENERCALC Engineering Software 254 ENERCALC Shears Shears are calculated equal to the end reaction for beams with fixed ends or pinned ends without cantilevers When a cantilever is present shear at both sides of the support are evaluated Reactions These are simply the left and right beam reactions due to the load combinations used Results Load Combinations Tab This section of the summar
18. Sud Spacinid oo oo eo eer eens 16004 End Post Dimension 3504 in Wall 94 UBC Seismic Factor Z lp Cp or Sirnilar 1997 UBC Factor Divided by 1 4 o183 Nominal Sill Thick fn Basic Usage d Print Lo X Cancel Vv Save Resuits Skaten Printing Summary simpson Hold Downs amp Sill Botting Design OK Wall Summary Using 15 32 Thick on 1 side s Nalingis at4in dQ Edges af 12 in Fleki Applied Shear 2266 24 Canacty 430 000HR gt OK Wall Overluming 62 364 6 N Resising Moment 37 125 08 End Upit 1 722 64lbs Max Sol Pressures Let 62 6pst Fight 771 psf Footing Summary Max Footing Shear 736psi Alowabie 109 64pst gt OK Bending Reinforcement Red Lett 0 48in2 C Right 0422 Mrimum Overtaring Stability Rao 2 231 1 Lateral Forces Acting in Direction Iolef Te Right Soil Pressures Ecc of Resultant Footing Centerline 3611 5 046 ft Soil Pressure LEFT Side of Footing 620 52 0 00 psf Soil Pressure RIGHT Side of Footing 0 00 771 10 pst Moments Actual Mu Left Wall Edge 500355 5501704ft Actual Mu Right Wall Edge 2017 06 2 141 02 ft Steel Reinforcing Required 0 43 0 43 in2 Shears vu 5 A d from Left Wall Edge 5 641 2 332 psi wi 85 O d from Right Wall Edge 2288 7 363 psi Allowable Vn 109 545 103 545 psi Overtuming Overtuming Moment Bre ey i abbey Her Stability Ratio 2 51
19. The actual span lengths increments used to determine the accuracy depend upon the center span and cantilever lengths A beam with no cantilevers will be divided up unto 500 increments When cantilevers are used each span is divided into a portion of the 500 increments according to its percentage of the total beam length This is the maximum positive moment compression at top of beam between the supports The entire length of the beam is scanned and if compression occurs over a support due to a cantilever this will be included also Moments Max Max Left amp Right End Support These values are the maximum and minimum values for the center span and the actual moment at the end support M The entire length of the beam is scanned and if compression occurs over a support due to a cantilever this will be included also Shears These values are the maximum shear at each support This value is determined by checking two items e At ends without cantilevers or with fixed ends the end shear equals the support reaction 1983 2003 ENERCALC Engineering Software 18 ENERCALC e At ends with cantilevers the end shear is calculated by determining the total of all loads acting on the cantilever or by the reaction less loads acting on the cantilever Reactions These are the calculated vertical reactions at each support from the given loads Maximum Deflections When both moment of inertia and elastic modulus are non zero
20. Unshored Stress Check Mdl Ss Mll Strans 29 024 5 32 400 0 psi MII Strans top 343 4 1 800 0 psi Alternate Unshored Stress Check Mdl MII Ss 33 595 4 27 360 0 psi Shored Concrete Stress Check Mdl MIN Strans top n 791 2 1 800 0 psi Stress Checks for Shored amp Unshored Cases The stress checks in this area MUST BE SATISFIED if the beam is to be used at all These are basic stress checks for composite beams Bottom of Beam This value is the maximum stress if both loads applied after 75 curing but not construction only loads are applied to the fully composite section Stress MDL MLL STRANSFORMED Unshored Dead Load Stress This stress results from applying Loads before 75 and Construction Only loads to the steel beam only This is the maximum moment the steel beam will have to support by itself You need to check the beam for lateral buckling and compact section criteria Stress MDL SSTEEL Actual Shear Stress This is the maximum shear stress in the beam web from all combinations of applied loads Unshored Stress Check The stress checks in this area MUST BE SATISFIED if the beam can be constructed without shoring 1983 2003 ENERCALC Engineering Software Steel Design Modules 311 This section provides information checking whether or not the section can be constructed as an unshored member 1 35 35MLL MDL SS This value is the maximum allowable Strans that can be
21. cut off requirements for various diaphragm shear capacities 1983 2003 ENERCALC Engineering Software Wood Design Modules 181 A unique feature of the program allows the user to vary the nail size plywood thickness plywood grade and member size and have the allowable shear values for the particular specification recalled from an internally stored table The program will then calculate the minimum nail density reduction distances from each wall based upon the actual shear variation across the diaphragm UB ENERCALC c ECSS EXAMPLES ECW Plywood Diaphragm Plywood Diaphragm usd Help Print a X Cancel V Save Genera Juniformn Loads Point Loads Diaphragm Construction Results Diaphragm Design sxeten Description Illustrating Zone Nailing Areas Nail Pattern Allowable Shear amp Cutoff Distance Zone Nail Spacing Shear Distance Definition Value from End in wh ft Dimensions At North Wall 253 2 7350 0 00 2nd zone 2312 659 0 43 63 North South Length 260 00 24 Ans 45 12 3850 64 48 East West Length 180 00 f COMETE 6512 220 0 North South Chard ft Sa N 3 260 00 3 3rd zone 46 12 385 0 53 64 West CHO sse E rwn 5 see ares 2nd Zone 253 2 650 0 4264 Diaphrgm Weight 12 000 X psf t South Wall 23 12 735 0 000 Wall Service Level Seismic Factor or RES et en Mois Strength Design Factor Divided by 1 4 i ail opacing ear Distance a us rte Defini
22. diameter and width of main member If there is no available bolt value from the table 0 will be displayed Amember Aplate Ratio These values are used to calculates a reduction factor based on the ratio of member area to the side plate area Basic Allowable Per Bolt This value is the result of multiplying the basic bolt capacity by the Load Duration Factor and Side Plate Factor Bolt Capacity Reduction Factor The reduction factor also considers the number of bolts in a row This factor is applied to the Basic Allowable Per Bolt see next to determine the actual allowable bolt value considering the group s 1983 2003 ENERCALC Engineering Software Wood Design Modules 221 effect The factors can be found in the Design Handbook published by the American Institute of Timber Construction Allowable Load per Bolt This is the Basic Allowable per bolt times the Bolt Capacity Reduction Factor Two Parallel Rows being used as one row This Yes No item reports whether the program is considering two adjacent rows as one row because of limitations on bolt row spacing and spacing between bolts Req d Bolt Clearances Based on code requirements the minimum spacings and edge amp end distances are given here Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch 400in
23. following the right hand rule The Location values refers to the distance from the left support to where the moment is applied To specify loads on the left cantilever this value should be negative 1983 2003 ENERCALC Engineering Software Steel Design Modules Section Properties Tab Location d Location E Location 269 This secondary tab is where the steel section properties are listed The properties shown here are used for the calculation 1983 2003 ENERCALC Engineering Software 270 ENERCALC General Uniform Loads Point Loads Moments Section Props W18X60 Section Properties Depth 18 240 in Area 17 60 in2 Web Thick 0 415 in xx 984 000 in4 Flange Width 7 555 in yy 50 100 in4 didi sitit iate Flange Thick 0 695 in S xx 107 895 in3 S yy 13 263 in3 Torsional Properties Sw 1 43500 in4 Weight 59 78 Sw 2 0 000 in4 Gf 21 766 ft Sw 3 0 000 in4 Qw 60 790 Eo 0 000 J 2 240 ind 33138 in2 a 66 758 in Wn2 0 000 in2 Cw 3 855 533 rxx 7 477 in rT 1 960 in ryy 1 687 in 42500 00 noo 00 Wino 33138 Too am 17 The typical steel section measurements are given for the section chosen When certain sections are used the measurements will not conform to the typical W section naming conventions used here For Tubes Flange Thickness and Wall Thickness will both be set equal to the tube s wall thickness
24. lbs Load Direction Parallel To Rows Perpendicular To Rows Bokt pametara eee eee 374 Rows of Bolts 3 TC EOI Se BG ROW sess eee eos 4 Are Rows Staggered i Spacing Btwn Rows 250 B in Spacing Btwn Bolts 4 00 in Shear Type C Single Shear Double Shear Member Width 5 125 in Member Depth 7 250 E in Side Plate Data Side Plate Depth 0 250 4 in Side Plate Thickness 8 000 B in Load Duration Factor 1 00 Side Plate Factor e 1 250 Applied Load Enter the applied load here Load Direction Enter the direction of the applied loading with respect to the grain of the members This item is used to determine the allowable basic capacity of the bolts specified Bolt Diameter Enter the bolt diameter to be used in the design or analysis The diameter should be entered in decimal form and should coincide with a bolt listed in UBC Of Rows Of Bolts Indicates the number of rows of bolts to be used This item should always be entered whether or not your are performing a design or analysis Of Bolts In A Row An entry here may or may not be made If no entry is made the program will use all other values along with Applied Load Parallel To Rows to determine a minimum number of bolts per row which will 1983 2003 ENERCALC Engineering Software Wood Design Modules 219 be needed If
25. lt Sort Order DT Species Grade Class Fb Ft Fv Fe PeplFe PulE Species F Grading Agency no ES as Fir Larch Select structural as Fir Larch Dense Select Sti as Fir Larch No 1 amp Better as Fir Larch Select structural as Fir Larch Dense No 1 as Fir Larch No 1 as Fir Larch No 2 as Fir Larch No 1 as Fir Larch No 2 as Fir Larch No 3 as Fir Larch Stud as Fir Larch Construction as Fir Larch Standard as Fir Larch Utility WCLIB WAWPA as Fir Larch Dense select St d 700 WAVPA as Fir Larch Select structural i 600 WAVPA as Fir Larch Dense No 1 B 700 WWPA asFir Larch No 1 gt 600 WWPA asFir Larch Dense No 2 3 400 WWPA as Fir Larch No 2 300 WWPA WCLIB WWPA WCLIB WCLIB WAWPA WCLIB WCLIB WCLIB WPA WCLIB WAWPA WCLIB WCLIB WCLIB WPA WCLIB WPA WCLIB WPA WCLIB WAPA n DD DD n nr CD CD n CD 1 0 amp irs 0 02 20 n ND nono bb bb oO e Fb Basic Allow Enter allowable bending stress This value will be multiplied by LDF Cf and reduced per unbraced length as applicable to determine Fb Modified Allowable Fv Basic Allow Enter the basic allowable shear stress This value will be multiplied by LDF to get Fv Allowable Enter the elastic modulus for the beam being investigated Load Duration Factor Load duration factor for each span will be applied to the final allowable stresses as applicable per code c
26. pinned fixed and semi infinite supports Up to 23 point moment and uniform trapezoidal loads may be applied Shear moment deflection rotations and graphic diagrams given Torsional Analysis of Rigid Diaphragms Torsional Analysis of Rigid Diaphragms can calculate the center of rigidity torsional moments minimum eccentricities and give resultant force to attached walls oriented at any angle A stiffness approach is used to generate matrices which are solved for forces End fixity combination and elastic modulus can be varied for each wall and all cases of eccentricity are considered General Section Properties General Section Properties can determine area neutral axes inertia fiber distances section modulus and radii of gyration for sections combining up to 11 bar pipe shapes and 3 rolled steel sections Pole Footing Design Pole Footing Design determines required embedment depths for shaft type footings with shear and moment applied at ground surface with or without lateral surface restraint Pile Group Load Distribution Pile Group Load Distribution distributes a single vertical load to a maximum of ten piles using direct distribution and skew bending theory Multi Story Seismic Force Distribution Multi Story Seismic Force Distribution gives story shears and moments on a multi story structure by vertically distributing base shear on the structure using 94 UBC code Multi Story Wind Force Distribution Multi Story Wind Force D
27. rT is not used For Pipe Flange Thickness and Wall Thickness both equal the pipe s wall thickness Flange Width and Depth will both be set to the pipe s outside diameter rT is not used For Channels rT equals the distance from the flat face to the center of gravity of the section For Tees rT equals the distance from the top of the flange to the center of gravity of the section For Double Angles rT equals the spacing between the backs of the angles For Single Angles rT is not used Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information 1983 2003 ENERCALC Engineering Software Steel Design Modules 271 on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Summary Tab Results Sketch Diagrams Printing Summary Details Beam OK Max Flange Bending Stress 22 79 ksi AIIDMADIBSES SRE SSSR cee ees 23 76 ksi Elahge Stress Ratib ee ee 0 959 1 Max Flange Shear Stress 10 66 ksi AllawablB usce CE er MEEIEDS 14 40 ksi Flange Stress Ratio 0 740 1 Nlaxcbeflebtinnm ee ee ee ne 0 080 in Ma SEONI WW eres atria areca 0 05742 rad Fa calc d per Eq E2 1 K Lir lt Cc Beam Passes Table B5 1 Fb per Eq F1 1 Fb 0 66 Fy Maximum Flange Be
28. the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General amp Floor Data Tab This is the main input tab for entering data that describes all the levels in your column The list is arranged with the highest levels at the top of the list Notice the two buttons below the table Move Level Up amp Move Level Down These two buttons move the levels you have entered up and down in the table General amp Floor Data Description 5 Story Building Add Change wa Delete Level Dead Load Live Load ps p Basic r psf on Reduciblteducibl Reduction Factor 15 00 0 000 50 000 O 75 000 1200 00 66 000 2100 00 66 000 1200 00 66 000 1200 00 75 000 1200 00 4 Move Level Up Ww Move Level Down 1983 2003 ENERCALC Engineering Software 88 ENERCALC Add Change Delete Buttons These buttons control your modifications to the table of story information Pressing Add or Change displays another window where you can specify the floor information Here is what it looks like Floor ID Number 4 Dead Load Begs psf Non Reducible LiveLoad 20 00 4 psf Ok Reducible Live Load 66 00 psf Floor Area 2 100 0 ES ft2 Cancel Reducation Factor 0 08 Unit Dead Load Ente
29. 0 00 7 00 LA 00 4 00 0 00 4 00 Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 335 General Bolt Locations Description 10 Bolt Group w Vert amp Lat Loads Applied Load Marcas e end TU 46 800 4 k Horiz Dist from Datum 14 500 E in Elorizantal l pad eee 62 400 4 k Vert Dist from Datum 20 500 3 in Center of Bolt Group CBG Location DISTANCE ee E EE 10 000 in PUDISTANCR rime re CCC 7 000 in Load Eccentricity from C B G DIS TA 9 el EE E 10 500 in A Distante retenue air 7 500 in Moment Mx TEES 351 00 in k Momenta My e 655 20 in k Eccentric Loads These loads will be applied to the bolt group If the actual load is at an angle to the coordinate axis you are using be sure to resolve it into its vertical and horizontal components Eccentricity From Datum Enter the X or Y coordinate of the point of application of the load according to your X Y axis system Center of Bolt Group CBG Location The program calculate
30. 000 in2 Rows of Bolls 2g plate ox EXCESS 4 000 in2 Bolts per Row 4 A member plate ae 30 750 Are Rows Staggered E Ha AN ONE DRODORS miri rra unions 3575 00 lbs Spacing Btwn Rows 404 in Bolt Cap Reduction Factor 0 9700 Spacing Btwn Bolts 404 in Allowable Load per Bah 3 457 75 lbs ShearType C Single Shear Double Shear Bolt Group Capacity sene 27 742 00 lbs Two Parallel Rows being used as one row No Member Width 5154 in Member Depth 24 000 4 in Required Clearances Min center center spacing of bolts in a row 3 000 in Min spacing between adjacent rows of bolts 1 875 in Side Plate Data End distance with force ACTING toward END 5250 in Side Plate Depth 0 250 in End distance with force NOT ACTING toward END 3 000 in Side Plate Thickness 8 000 3 in Edge Distance with force ACTING toward END 1 125 in Load Duration Factor 1 00 Edge Distance with force NOT ACTING toward END 3 000 in Side Plate Factor v Maximum Row Spacing 5 000 in Basic Usage To Determine Of Bolts Required Enter all data except the number of bolts per row You can estimate almost all of the sizes because the program s first bolt quantity can be used as a starting point for refinement of nearly all other values You can refine all the input data except the number of bolts then en
31. 03 Corona del Mar CA 92660 Description collaction of example problems Voice 949 645 0151 Scope Al programs in the Structural Engineering Library www enercalc com Usar IV OODCOO Ver 2 0 10 Sep 2003 General Timber Beam Page 1 c 883 2003 ENERCALC Engneerng Sotware c ecS lexarmples eca Tirber Cals Description Example Problem 2 Double Cantilevered Beam General Inform ation Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowalies are usar defined Section Name Center Span 4800f Lu 0 00 ft Beam Width 5125 in Left Cantilever ROE cod Lu 8 50 ft Beam Depth 40 500 In Right Canttever 6 50 Lu 6 50 ft Member Type Fh Base Allow 2 400 0 psi Load Dur Factor 1 250 Fv Allow 155 0 psi Beam End Fixity Pin Pin FcAllow 385 0 psi E 1 800 0 ksi Full Length Uniform Loads Center DL 360 00 4 LL 288 00 ft Len Cantiever DL 360 00 fl L 288 00 m Right Cantilever DL 360 00 1 L 288 00 om Trapezoidal Loads 1DL Q Left AN LL Lett tt amp right o em Sart Loc 37 250 ft 0 em DL Right ft End Loc 54 500 ft Dead Load 245 01bs bs Ds b Live Load 2 824 0 lbs 2 796 0 lbs Ibs Ibs bs Ibs Ibs distance 8 500 ft 54 500ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft 0 000 ft Overstressed in Bending Sparr 48 00ft Left Cant amp 50ft Right Cant 6 50f Beam Width 5 125in x Dapth 40 5in Ends are Pin Pin Max Stress Ratio 0 000 1 Maximum Moment 153 3 kf Maximum Shear 1 5 26 8 k Allowable 00 kt Allowable 42 8 k M ax Positive Moment
32. 1 0 F Assumptions and Limitations Results Skaten Diagrams Printing 0 000 16 071 f 8728 0 000 ft 18 228 f 4 006 ft 0 000 ft 11 270 f 11270 f 0 000 ft 0 62000 rad 0 00031 rad 0 000 in 0 000 in BEEF The flexibility of the beam in relation to the spring constant of the soil is limited In the program you will see the item Beta Length The value Beta is a measure of the beams flexibility and is equal to 1983 2003 ENERCALC Engineering Software 24 ENERCALC Width Subgrade Modulus 4 EI 1 4 According to the reference text when the value Beta Length gt 6 0 the beam is so flexible that the behavior changes In this case the program displays a message and no results are given Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 2 24 00 k 20 00 k zeska TEEN 7 65 ket Mmax 79 47 k ft at 8 72 ft from left Mmin 175 20 k ft at 0 00 ft from left Dmax 0 0000 in at 0 00 ft from left Dmin 0 0799 in at 11 26 ft from left M left 175 20 k ft Rl 54 158 k Ymax 54 15 k at 0 00 ft from left Ar 4 443 k Yimin 20 40 k at 16 07 ft from left Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting informatio
33. 16 Cw me Te l ad T53 T53 TS4x4x3 15 TS4s4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 T54 TS5x5x3 16 TS5x5x1 44 TS5 5x5 16 TOE E v Section Count 71 Select 52 53 16 52 58174 52 55 16 5x3 545 16 A Modify 5x4 5x3 16 5x4 5x1 4 aM CORN M ONIN tO tM r0 et i M oon 0 eo c m cn co m an CO de CO PO CO TO I9 2 2 2 x Cancel 4 a E E 0 ri Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse button Depth Range This item allows you to specify depth limits to be used for selecting which sections to display in the list When the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of the sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in de
34. 4 Length 158100 Ibs 77 304 3 lbs Spacing East amp West Walls Framing Plywood Linesof Boundary G Other Length Width Ratio 200 1 Size Grade Fasteners Spacing Edges Awest Wal gt E fonaa 2 El 2 e 2 2nd zone Ls Structurain E 2 25 3 Center Zone x D Structurai E 4 2nd Zone x Ez smewan EN 2 e 25 EI At East Wall xE Structurat gt 2 2 A 2 Basic Usage e Before using the program establish a North South axis system to use for reference This will make data entry and interpretation of results much easier since all program input and output makes reference to such a layout e Diaphragm Lengths amp Chord Separations Enter the length and width of the rectangular diaphragm then enter the chord separations You can separate chord distances from building dimensions to allow use of beam lines as chords typically needed when the exterior walls have discontinuities e Diaphragm Weight only needs to be entered when seismic forces are being used and will be multiplied by Short Term Factor before generating lateral loads For wind 1983 2003 ENERCALC Engineering Software Wood Design Modules 195 analysis set this item equal to zero Short Term Factor will be applied to diaphragm weight and applied boundary loads to generate lateral forces For wind analysis this should be set to 1 For seismic analysis enter the overall structural seismic factor Faste
35. 64 ENERCALC General Description Seven pile system w X amp Y load eccentricitry Total Applied Load 262 90 E k X Distance to Load 16 000 4 ft Y Distance to Load 10 500 4 ft Pile Locations X Location Y Location 8 00 ft 12 00 ft 16 00 ft 3 00 ft 8 50 ft 16 00 4 ft owt EL ai Total Axial Load Enter the total Vertical load to be distributed to the piles in the pile group using the coordinate system you have defined This indicates the distance from the datum 0 0 point to the point of load application Note Only vertical loads are allowed no lateral shears X amp Y Distance to Load Distance from Datum point to where the load is applied Pile Locations Distance from Datum to the pile Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 65 Results Tab Results C G Distance from Datum Moments X 18 00 ft X X AXIS 225 34 k ft n 9 64 ft Y Y Axis 525 80 k ft Load Distance from C G of Piles Moments of Inertia X 2 000 ft Y Y Axis 1 610 00 ft4 NO 0 857 ft X X Axis 166 36 ft4 X Y Axis 56 00 ft4 XY 2 3 136 00 ft8 Pile Forc
36. 996 k 400 ks Force amp Stress Summary lt lt These columns are Dead Live Load placed as noted gt gt DL LL Qnr Max M 505 06 k 4 136 58 245 07 Max M 290 49 505 06 Max M Len 230 49 505 06 Max M Right 45 41 45 41 Shear Let 5487k 31 97 54 87 Shear Right 340k 22 88 39 40 Center Def D670in 0377 2670 Let Cant Def D 000 in 0 000 0000 Right Cant Ded D 407 in 0210 D 407 Query Det 0 000 t 0 000 0000 Reaction Let 54 87 31 97 54 87 Reaction Ft 5731 31 55 48 07 Fe calc d per Eq E2 2 K Lt gt Cc Beam Major Ace 102 000 Ch Fy 5 1 Beam Major Axe Fb per Eq F1 8 Fo eL 12 000 Ck AF 1 d LL ST LL ST A Center 11234 k n 271 16 if 271 16 kn B4 07 i a 30 78 k 24 08 k 2377 0 330 0 377 n 0 000 0 000 0 000 n 0 210 0 148 0 210 in 0000 0 000 0 000 n 31 97 30 78 3197 k 31 55 40 78 3155 k AT lt 610 000 Ch Fy 5 Fh per Eq F1 6 1983 2003 ENERCALC Engineering Software 260 4 3 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 2 56PM 26 OCT 03 t gt Collectic z y Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 www enercalc com Scope A1 programs in the Structural Engineering Library E PACA LEE I Steel Beam Design neenng S cecGlexmrples eca Red Coles Description Fixed Cantilevered Beam Section Properties W2
37. Actual 3 936 8 psi Allowable 14 400 0 psi OK Unshored Stress Check Mdl Ss MII Strans Actual 29 024 6 psi Albwable 32 400 0 psi Mil Strans top Actual 343 4 psi Allowable 18000 psi Alternate Unshored Stress Check Mdl MII Ss 33 6954 27 360 0 psi Shored Concrete Stress Check Mdl MIT Strans top n 7912 1 8000 psi fUr cala T eR agr Isa v Sn S tiii riri ida een ree es Shear Studs amp Shear Transfer iy Fd 1 AT p Tota ieil 1 2 Span 6n stds OPE Ri t f amp Zo s 1 lio ze 2 duce su s 2l due 2 dues 21 dus A duis 1983 2003 ENERCALC Engineering Software Steel Design Modules 321 ENERCALC Engineering Software Title ENERCALC Example Problem s Job 97 D00001 P 0 Box 188 Dsgnr NDB Date 8 29PM 26 OCT 03 Corona del Mar CA 92660 Description Collection of example probiems Voice 949 645 0151 WWW enercalc com Scope All program sin the Structural Engineering Library Page 2 nr Raw 520000 Uter KW OB000D1 Vers 2 0 10 5 CO CSS wo amp ed sce S be iCaks sca xj p 200s 1083 2003 ENEACALC Erghoo rfi Somaaw Composite Steel Beam Description Part 2 Ribs Perpendicular Showing Auto Design Deflections Transformed 26 383 43 n4 l Effective 26 383 44n4 Shored Unshored Before 75 Cuting 0 701 f ater shores ien ovod 1 890 in C onstruction Loads Only 0 071 in 0 191 in Afer 75 Curing 0 537 in 0 537 in Tota Uncure
38. Allow Diagonal Force 189375 2106 13 207228 ibs Note Using 94 UBC Table 23 F for allowable bolt values Basic Usage e Determine Dead and Live Loads Since the program assumes repeating concentrated loads you can enter the vertical loads as either uniform or a single concentrated load at a specified spacing e Horizontal Shear is entered as Ibs foot and is multiplied by the bolt spacing to get the tributary load per bolt When you have combined drag strut and unit shears acting on the ledger be sure to resolve them to a Ibs foot value e Enter Ledger Depth Width and Allowable Stresses You must enter the exact member size not nominal You can use the timber database to get these values 1983 2003 ENERCALC Engineering Software 208 ENERCALC e The Against Concrete entry is used to determine whether the UBC modification to allowable bolt values should be used for single shear against concrete e Enter Bolt Size and Spacing The program supports 1 2 gt 1 bolts and will adjust the allowable values for the nearest size category Assumptions amp Limitations When calculating moments due to point loads the program does not check an infinite number of location combinations when the point load spacing is an uneven multiple of the bolt spacing It will however check if the Offset distance is greater than the Bolt Spacing and move the load over to a new offset equal to Bolt Spacing Offset Example The
39. Beam Width Beam Depth Beam Type Loads Uniform Partial Point Ld 1 Point Ld 2 Point Ld 3 Point Ld 4 Point Ld 5 Point Ld 5 Point Ld 7 Double Tabs C Sawn I n TT 4H ft GluLam Live Load 128 0 ft I bs bs lbs lbs lbs lbs 5 760 0 5 760 0 MiNI 0 000 ft 5 125x19 5 5 125 4 in 19 500 4 in C Manuf or So Pine 25 53 f Start 0 00 ft gt End 0 004 8 004 32 004 0 004 0 004 0 004 0 004 gt gt gt gt gt p gt dadli 0 004 145 The data entry on this tab is essentially the same as the Right Cant tab except entries for cantilevers off both ends of the beam are now available 1983 2003 ENERCALC Engineering Software 146 ENERCALC General Right Cant Key 1 Double 1 Key 2 Double 2 Key 3 ale Column Spacing Left Cantilever Right Cantilever Unbraced Length Timber Section Bearn Width Beam Depth Beam Type C Sawn Loads Dead Load Uniform o Patil 4 Point Ld 1 6720 0 Point Ld 2 Point Ld 3 PointLd 4 4 Point Ld 5 4 Point Ld 5 E Point Ld 4 Uniform amp Partial Length Loads 5 0x34 5 GluLam 128 0 ft 5 760 0 lbs 16 004 ft CE daa E lbs 000 ft To ft 6 881 ft 9 762 B ft 0 000 4 ft 5 000 B in 34 500 E in C Manuf or So Pine ft Start 0 004 f
40. Because you will be modifying cantilever lengths it is far easier to enter the column locations and let the program recalculate key beam lengths automatically Also when you enter partial length loads and point loads in the Key Beam tabs this program will automatically figure out whether the load is on the cantilevered portion or simple span portion of the beam system between those support Right Cant Tab This tab is used to enter the information for the left most beam in your cantilevered beam system e It is named Right Cant because the beam ONLY has a cantilever to the right The left end is bearing on a wall or other end support e You do not need to use this tab if the left side of your cantilever system is a simple span beam that bears on a support at the left and hangs on a cantilever on the right In that case do not use this tab by setting the span to 0 0 and the Key 1 tab is the left most tab used in the calculation 1983 2003 ENERCALC Engineering Software Wood Design Modules 143 General Right Cant Key 1 Double 1 Key 2 Double 2 Key 3 ale Column Spacing ft Right Cantilever 7 588 B ft Unbraced Length 0 000 ft Wood Section 5 125x37 5 Beam Width 5 125 B in Beam Depth 37 500 4 in Beam Type C Sawn Glulam Manuf or So Pine Loads Dead Load Live Load Location Uniform 96 0 128 0 ft J I Partial p Start 0 004 ft End 0 004
41. C can be calculated in two ways either entering the actual building period or the simplified UBC method of height and Ct factor From the entered values the program calculates the overall seismic factor to be used This is applied to the story weight Wi entered by you The multi story force analysis is based on filling out a table one line for each story You need to start at the BOTTOM of the table working upward for each story Assumptions amp Limitations The analysis is based upon the 1994 UBC static force formulas and as such determine lateral forces according to the static model approach The seismic factor cannot be varied at each level to account for varying dynamic properties that the user may wish to use to perform alternative studies Example 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 79 The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Building Force Diaphragm Force 20 38 k 15 51 k 13 00 26 59 k 30 93 k 13 00 19 94 k 30 93 k 13 00 13 29 k 30 93 k 13 00 6 64k 30 93 k 13 00 Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams
42. Depth Width and Actual Nominal entries for rectangular columns or Column Diameter for circular columns which is always considered the actual diameter The X X and Y Y axial unbraced lengths are used to determine allowable axial stress considering buckling effects X X Bending unbraced length is used to determine allowable bending stress considering length effects e Allowable Stresses Enter the allowable basic compressive stress for the column Parallel to Grain and allowable bending stress about the X X width axis These basic allowable stresses will be modified by the Load Duration Factor size factor axial slenderness and bending slenderness to give the net allowable stress values e Applied Loads Axial Load can be applied at an optional eccentricity to the column centerline creating an X X moment at the top of the column Transverse moment will be considered a maximum moment midspan between the ends Side load is applied at a Dist from CL creating a concentrated moment between the ends All column loads are combined and the incremental points along the column evaluated for combined axial and bending to give the final results Unique Features Axial load amp eccentricity side bracket load and applied transverse moment may be applied to the column for analysis e Either a rectangular or round column may be analyzed 1983 2003 ENERCALC Engineering Software Wood Design Modules 155 e Complete AITC interacti
43. Engineering Software 48 ENERCALC e Calculate the moment of inertia of the group using I A D2 equations More complex analysis such as polar moment of inertia plastic moduli and buckling constants are beyond the scope of the program To calculate the section modulus the program checks for the most distant portion of any shape from the calculated neutral axis on all four sides The appropriate X X or Y Y moment of inertia is then divided by this distance fiber distance to get the section modulus for each of the four sides Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Datum Center of Gravity Datum Datum Center of Gravity Center of Gravity a j Center of Gravity X Datum Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab provides all the data entry locations It is divided into two areas 1 to define rectangular and circular shapes and 2 To add AISC rolled sections 1983 2003 ENERCALC Engin
44. Factor 0 0 Occupancy Category 1 25 res Max Element Story Shear Rafiqay 067 Seismic Importance F actor i 1 25 p Relabillty Factor 2 20 r max sartAb 1 3325 Determine Na amp Nv Site Distance From Known Source lt 2km Calculated Values UBC 1630 21 Seismic Source Type Seismic Dead Load Calculated F rom Story A Faults Capable of Large Quakes amp High Seismic Activity Table on Building Forces Tab W 335 0 k SERME Sven MES IAR AMEA AU Calculated Base Shear V Cv1 W RT 1216 k Soil Profile Type sD z Seismic Coemcients Ca 0 66 Cv 128 Er Than nat Structural System Zone 4 Mn Gase Shear Ve0 8 Z Nv I R We 48 7 k Shear wal frame interact Concrete Base Shear Max Limit V7 25CalW R 125 6 k Concrete Overstrength amp Global Ouctilty Coefficient R 5 500 sr vicini med res Seismic Force Amplification Factor Omega 2 800 s Structure Height Limit 0 0 Vertical Seismic Factor V Design Base Shear Ft Top Force Eh p Em Omega Eh Note Seismic Factor Has Been Divided by 1 4 to give allowable stress values to coincide with 1994 UBC Building Seismic Forces Weight Height Wi Hi Ft Fx Lateral Story Shear Story Moment Level Wi Hi Force Level Force k ft kfl k k k k ki as UOXLUU BED 2 Prod SSSR CD COS D IESEGEDEECSD EESIINGECIMG I IL ONG E 4 76 00 52 00 3 900 0 26 597 26 597 20 388 265 040 3 75 00 39 00 2 925 0 19 948 19 948 46 985 875841 2 75 00 26 00 1 950 0 13
45. J Seismic Dead Load Calculated From Story Table Bw Coeficient mE 8 000 on Building Forces Tab N 335 0 k 94 UBC Table 16 N Horiz Seismic Factor 0 052 V Design Base Shear TZ 35K Importance Factor RS 1 Ft Top Force 0 972 k CC OBMGIAN STO 1 449 UBC Calculations Tab This tab provides data entry and calculated values according to 1997 UBC criteria Please see that code for further explanations of the values General 1997 UBC Building Forces Diaphragm Forces anon m o Construction Type LightFiame Table on Building Forces Tab W 335 0 k UBC 1630 2 3 Simplified Static Force Procedure Calculated Base Shear V Cv I W 7 AT 121 6 k Ground Floor Area 20000 2 ft2 Min Base Shear Y 0 11 Cal W 30 4 k oceane Cateda ER Zone 4 Min Base Shear V 08ZNvIR W 48 7 k PERTE LL Base ShearMaxLimit V 25Calw R 125 6 k Seismic Importance Factor I 1 25 V Design Base Shear 86 9 k Determine Na amp Nv Distance From Known Source lt 2km l E Ft des 4 873 k Seismic Source Typfa Faults Capable of Large Quakes amp High Seis Seismic Coeficients Na 1 50 Ny 2 00 Calculated Values UBC 1630 1 1 Earthquake Loads Soil Profile Type UBC table 16 J so E Not Used Fee But For Your Reference Seismic Coefficients Ca 066 Cv 128 Hermes pt M ren Structural System Shear wall frame interact Concrete l Vertical Seismic Factor Ev D 23d 3 a E E E 115 8
46. Live Load 1250 Fb Allowable 275 0 psi Snort Term 1330 Fv Allawable 95 0 psi Ledger Stresses Load Combination DL LL DL ST DL LL4ST Maximum Moment 2 972 00 in 2 080 00 in 2 972 00 in Bending Stress 168 42 psi 117 87 psi 168 42 psi Stress Rato 0 490 0 322 0 460 Maximum Shear 1 071 93 Ibs 750 21 Ibs 1 071 93 Ibs Shear Stress 55 68 psi 38 97 psi 55 68 psi Stress Rato 0 469 0 308 0 441 Bolt Loading Note Bolt Design Value from NDS 8 2 UBC 23 Using i Stress Summary DL LL OL ST DL LL ST Ma Vertica Load 1 486 00 Ibs 1 040 00 lbs 1486 00 lbs Allow Vertical Load 1 937 50 Ibs 2 061 50 Ibs 2 061 50 Ibs Max Horizontal Load 0 00 lbs 312 00 Ibs 312 00 lbs Allow Horizontal Load 5437 50 Ibs 5 785 50 Ibs 5 785 50 lbs Ange of Resultant 90 0 degrees 73 3 degrees 78 1 degrees Diagonal Component 1486 00 Ibs 1 085 79 Ibs 151840 Ibs Allow Diagonal Force 1 039 73 Ibs 1 131 43 ibs 1 099 84 Ibs Final Stress Ratio 1429 100 0 960 1 00 1 381 1 00 Diagonal Stress Ratio gt 1 0 Stress Summary DL LL DL ST DL LL ST Wood Bending Stress Rato 0490 1 00 0 322 1 00 0460 100 Wood Shear Stress Ratio 0469 1 00 0308 1 00 0441 100 Bat Stress Ratio 1429 1 00 0 950 1 00 1 381 1 00 3 10 Bolt Group in Timber Member This program analyzes bolts in wood members subjected to forces either parallel or perpendicular to the center of gravity of the bolt group It considers single or double shear wood or metal side plates load duration and si
47. Ratio 1 00 B Sawn C Glued Laminated en aiy Minimum Total Deflection Ratio 24004 C TJ TimberStrand C Custom User Defined x g Cancel Go e Specify maximum deflection ratios for dead and total loads e Specify overstress limits for bending and shear forces e Use Go to start the database search The beam width and lamination thickness already present in the calcsheet will be used to determine a depth considering bending and shear stresses and deflections Assumptions amp Limitations Live loads are automatically placed in various combinations of center left and right cantilever spans to determine maximum moments shears deflections and reactions Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 1983 2003 ENERCALC Engineering Software Wood Design Modules 121 5854 00 Ibs 7041 o Ibs 648 00 s TEEN 648 00 n 648 00 tft HHH 648 00 tt ft 648 00 ft IHR 648 00 ft oso wnt TT 50000 dp c ii ft Mmax 153 25 k ft Dmax 1 6932 in Mmax left 73 16 k ft Mmax right 68 75 k ft Rmax 27 853 k Rmax 31 809 k Vmax left 16 491 k Vmax rt 17 887 k Defl left end 0 8083 in Defl right end 0 6425 in Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the
48. Resisting Moment 61 411 5f End Uplift 1 304 34lbs Max Soil Pressures Left 56 psf Right 33 2psf Footing Summary Max Footing Shear 2psi Allowable 109 54psi gt OK Bending Reinforcement Req d Left 0 43in2 Right 0 43in2 Minimum Overturning Stability Ratio 2 079 1 Lateral Forces Acting in Direction Soil Pressures To Left To Right Ecc of Resultant Footing Centerline 4 928 5 095 ft Soil Pressure LEFT Side of Footing 855 83 0 00 psf Soil Pressure RIGHT Side of Footing 0 00 883 23 psf Moments Actual Mu Left Wall Edge 698 59 7 981 92 ft amp Actual Mu Right Wall Edge 2 141 02 2 141 02 ft Steel Reinforcing Required 0 43 0 43 in2 Shears vu 85 d from Left Wall Edge 8 557 2 332 psi vul 85 d from Right Wall Edge 2 332 8 876 psi Miele Vh 109 545 109 545 psi Overturning Overturning Moment 89 719 23 89 719 23 ft amp isti 189 458 55 186 466 56 ft en E 21121 2079 Wall Summary This gives a complete summary of all values calculated for the shear wall Footing Summary This gives a complete summary of all values calculated for the footing Soil Pressures Using the lateral loads and vertical loads including footing weight the actual soil pressures are given The program automatically checks cases where the resultant is outside the kern as well as inside Moments Calculated moments in the footing taken at the face of the wall Shears Calculated one w
49. Software Structural Analysis Modules 71 General Force Table Description Example Problem EPS Ud Fee oot Ne or eue cec pun In ee C See 97 UBC Definition Pg 2 9 Co Pressure Coenicient ss sa ere 1 4 See 97 UBC Table 16 H P32 33 Importance Factor 200200 ETT 1 7 See 97 UBC Table 16 J Pg2 35 Edaic Wind Spend o s SD 95 00 E See 97 UBC Wind Speed Map Pg 2 38 Gs Wind Stagnation Pressure 23 200 psf E arapet keinhto s re eer M eae 5 00 4 ft Exposure Enter the type of exposure the structure will be exposed to per section 1994 UBC section 1614 Exposure B is for terrain that has buildings forest or surface irregularities 20 feet or more in height covering at least 20 percent of the area within one mile of the structure Exposure C is for terrain that is generally open extending 2 mile or more from the site in any full quadrant Exposure D is for wind speeds in excess of 80mph 129 km h and has terrain that is flat and unobstructed facing large bodies of water Please see the UBC for more in depth descriptions Cq Pressure Coefficient This factor which varies from 0 5 to 3 0 can be obtained from UBC Table 16 H It pertains to the general composition of the structure that the wind load will be applied to I Importance Factor Enter the I factor from UBC Table 16 J Basic Wind Speed From UBC section 1616 and 1994 UBC Figure 16 1 Qs Wind Stagnation Pre
50. Steel Beam Design Composite Steel Beam Design rte we li Design SH Print aj X Cancel v Seve General pesa Loads Live Loads const Loads Section Props Resuts Sketch Diagrams Printing Description ait 2 Ribs Perpendicular Showing Auto Design Bess sen Studs Dettection Reactions Moments Shears mse OK Shored amp Unshored Stress Checks for Shored amp Unshored Cases Beam Span 60 500 4 Actual Allowable aM PERE iat eet 19 000 3 f amp Bottom of Beam 209323 2998 psi Beam Location Center C Edge Unshored DL Stress 210029 239938 psi Partial Composite Action Actual Shear Strass 39 58 14 400 0 psi _Steet Section WO Unshored Stress Check Slab amp Shear Studs Mdl Ss Ml Strans 29 024 5 32 400 0 psi Slab Thickness 6 500 1 in Mil Strans top 3434 1 800 0 psi Stud Diameter 0 750 E in Altemate Unshored Stress Check Ml MID Ss Bud HO oy reg eh EKTA a UC 4 000 4 in 33 695 4 27 360 0 psi Metal Deck Data Deck fb Heigl esee rere 2500 in Shored Concrete Stress Check Mdl MIT Strans top n 791 2 1800 0 psi E De e PO wile owls lee On 16 000 aj in A RTT E A eter 10 000 aj in Rib Onentation Perpendicular C Parallel Material Data P Yan MEG RE ERREUR whe TER ERE PT 36 0 3 ksi Pee N ANE AN T 4 000 0 3 psi Concrete Density 145 00 B pef CHIC ModUNIS osse ose teners
51. Tem loads Minor Ads Bending yi 5487 31 97 5497 7197 3078 1 974 Elastic Modulus MS 29 000 0 ksi RON R Rt 57 31 31 55 4807 3155 40 78 3155k Basic Usage e Beam Data From the actual span condition of the beam to analyze enter the center span and cantilever lengths as applicable If you happen to enter a cantilever length past a support that is specified as Fixed see End Conditions that length will be ignored You will also need to specify the unbraced compression flange length to be used for calculating allowable bending stresses and specify whether to add beam weight loads or use live load during Short Term load cases e Applied Loads This program provides plenty of load capability for loading any part of the beam All Dist values position the load with respect to the left support To apply a load to the left cantilever enter the distances as negative e Section Properties can be entered by using the built in section property databases Please see the following two sections on using this capability The analysis of the beam is performed using the numbers visible on the calcsheet so you may enter any values here you wish Just make sure their use is similar to the database Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc there will be a button that looks like this 1983 2003 ENE
52. Tension OK Actual Tension 0000 k Allowable 24 465 k 4 7 Bolt Group This program provides force distribution from loads applied to a group of up to 16 bolts The user enters a vertical and horizontal loads and its location from a datum point Also with respect to a datum point the coordinates of up to sixteen bolts are entered Using these force and bolt coordinates the program calculates direct shears and torsional shears on each bolt due to their relative location within the group 1983 2003 ENERCALC Engineering Software Steel Design Modules 333 UB ENERCALC c ECSS EXAMPLES ECW Bolt Group Analysis PE Bolt Group Analysis Home 7 Help C Print al X cancel v Sove SEEN o Locabons Bott Calculations Sketch Description 0 Bolt Group w Vert amp Lat Loads Em ee 3 5 PEN pe tur in k k X Y x T X Y 1 3 00 6 00 624 168 676 3 38 8 08 a coag 2 30 300 524 468 33 33 655 3 300 0 00 624 46 3 38 10 19 k a E as 46 000 4 300 300 624 468 33 338 1255 Hariz Dist from Datum 14 500 3 in 5 300 600 624 468 676 338 15 0 5 300 500 624 463 6 76 3 38 140 Horizontal Load 62 400 5 k 7 300 300 624 463 338 3 38 3 14 Vert Dist from Datum 20 500 4 in 2B 300 020 524 46 338 537 9 300 30 624 4 338 3 30 9 71 Center of Bolt Group CBG Location 10 300 6100 624 48 676 338 13 06 T DIRIUDOR POP rcv 10 000 in 11 000 0 00 X DIS nca ESS ewe asta 7 000 in 12 0 00 0 00 13 000
53. Total Shear 83 582 88 871 lbs Shear per Foot 32751 341 81 ft Chord Forces North South Walls East West Walls 1 4 Length 11 267 7 lbs 28 110 0 lbs 1 2 Length 15 290 1 lbs 37 327 9 lbs 3 4 Length 11 574 2 lbs 27 351 2 lbs Length Width Ratio 1 444 1 Total Shear From the loading seismic factor and diaphragm dimensions entered the total and unit end shears are calculated using basic statics Unit Shear This equals a wall s total shear divided by its length Chord Forces From the loading seismic factor dimensions and distances between chords entered the chord forces at 1 4 points of diaphragm span are given Diaphragm Design Tab The primary purpose of the results on this tab is to indicate the distance from each end wall that a AT LEAST a certain nail spacing is required 1983 2003 ENERCALC Engineering Software Wood Design Modules 189 Results Diaphragm Design sketcn Nail Pattern Allowable Shear amp Cutoff Distance Zone Nail Spacing Shear Distance Definition Value from End in Hift ft At North Wall 2532 735 0 0 00 2nd zone 2312 650 0 43 58 3rd zone 45 12 385 0 64 48 Center Zone 55 12 290 0 3rd zone 45 12 385 0 B8 54 2nd Zone 2 533 12 650 0 42 64 At South Wall RESTER 735 0 0 00 Zone Nail Spacing Shear Distance Definition Value from End in Hift ft At West Wall Abs Pe 735 0 0 00 2nd zone 2 5 3 12 650 0 0 00 3rd zone 45 12 385 0 10 80 Center Zone 55 12 290 0 3rd zone
54. VeQvIW RT 121 6 k SAME ANS 20000 2 Min Base Shear V 0 11 Calw 30 4 k Occupancy Category ues E Zone 4 Min Base Shear Va0 8 Z NvIR IW 48 7 k Sivas Base Shear Max Limit V 25CalW R 125 6 k Seismic Importance Factor 1 25 z 3 V Design Base Shear 86 9 k ects ah rl ceam HUE ENT seer nen gone nenanennonnntic 4 873 k Seismic Source Type JA Fouts Capable of Lage Quakes amp High Seiserac Activi Seismic Coeficients Na 1 50 Nv 2 00 Calculated Values UBC 1630 1 1 Earthquake Loads Soil Profile Type UBC table 16 J SD j Not Used Here But For Your Reference E Eh V Design Base Shear 9 k S Coeficient Ca 0 66 Cy 1 28 MET DRE Horiz Seismic Factor EhZM eren 0 259 Structural System Shes wettiememteroct Concrete le Vertical Seismic Factor Ev D 0 413 Shear wall frame interact ER E ole Concrete Eft Odi TED aar aere aa estote ened 2433 K Overstrength amp Global Ductility Coefficient Re 5 500 Seismic Force Amplification Factor Omega 2 800 Structure Height Limit 0 0 Divide Factor fry 1 4 For Use in Allowable Stress Design iv Max Eleraent Story Shear Ratio l ex 067 p Reliability Factor 2 20 rmax san Ab Basic Usage This program is used in areas where seismic forces on multi story buildings will have considerable effect on the design of the lateral resisting system Enter the values for Z I Rw S and C based upon your building The value for
55. Wal Length 15 000 f d Fost Dimension 35 Plywood Grade Structural Wal Height 12 000 t Seismic Fador 0183 Nail Sge Bd Wal Weight 15 000 psf Nomina Sid Thick 200 Thickness 15 32 Ht Length 0 600 Stud Spacing 16 00 in Vertical Loads Point Load 1 1 300 00 bs at 1500 t Pont Load 2 0 00 bs at 000 1 Pont Load 3 0 00 bs at t Uniform Load amp 1 150 00 2 0001 to 1500 ft Uniform Load 2 0 00 zT 0001 to 0001 Lateral Loads Uniform Sheer Top of Wall 100 00 et i 150001 E 1 50000 lbs Uniform Shear Top of vali 102 00 xm 15 0008 1 500 00 Ibs Sirt Force Apolled amp Top of Wail 2 000 00 bs Strut Force Applied amp Top of Wall 000 bs Moment Applied Top of Wak 000 t4 Footing Pag Let Edge of Val 3 000 f Concrete We ght 14540 pcf Wal Length 15 000 f Rebar Cover 3 00 in Pas Right E dge of Vall 3000 f fc 3 000 00 psi Footing Length 21 000 f Fy 60 000 00 psi Footing Width 2501 Min Steel As 0 00120 Footing Thickness 15 00 in Design OK Wall Summary Using 15 32 Thick Structural on 1 side s Nailing is 8d at 4 in Edges 8d at 12 in Field Applied Shear 366 3 ft Capacity 430 0008 gt OK Wall Overturning 62 964 68 amp Resisting Moment 37 125 0ft End Uplift 1 722 64lbs Max Soll Pressures Left 628 5pst Right 771 1psf Sill Batting 1 2 Bolts 27 67in 5 8 Bolts 43 14in 3 4 Balts 48 00In Footing Summary Max Footing Shear 7 36psi Allowable 109 54psi gt OK Bending Re
56. above Base anor o0o0f cen Equivalent Load Mad Height 453 51 lbs 000 lbs 0 00 lbs Side Load Moment 14 285 71 in 000 in 000 in Max Design Moment 14 285 7 tin 000in z 0 00 in z Column OK Jsing 6x8 Wicth 5 50in Depthz 7 50in Total Column Ht 10 Oft DL LIL JL ST JL ST fc Compression 242 42 ps 242 42 psi 242 42 psi Fc Allowable 344 34 ps 944 34 psi 944 34 psi fbx Flexural 277 06 ps 277 06 psi 277 06 ps F t Allowable 737 40 ps 1 737 40 psi 1737 40 psi Interaction Valus 0 2554 Stress Details 0 1939 Fe X 944 34 psi For Bending Stress Calcs Fc Y Y 954 26 psi Max k Lu d 50 09 Fc Alowable ps Actual k Lufd 25 45 Fc Allow Load Dui Factor ps Min Allow KLu d 11 90 F bx ps Ci Bendi 19 1 009 bx Load Duration fF actor ps Rb Led sb 2 5 7582 For Axial Stress Cales Cf Axa 1 000 Axial X X k Lu d 15 52 Axial Y Y kLu d 1855 3 6 Plywood Shear Wall This program provides complete design and analysis of shear walls constructed of plywood sheathing over wood studs Plywood can be applied to one or both sides and you can specify up to five applied lateral loads and five vertical loads to the wall 1983 2003 ENERCALC Engineering Software 166 ENERCALC Applied lateral loads can be from uniform forces diaphragm connection or concentrated loads collector load transfer Additionally a concentrated moment can be applied to the wall allowing you to
57. allowable stress Le This is the effective length used in the calculation of Rb Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Wood Design Modules 103 Results Sketch Diagrams Printing i z a a les 6 7 J 14400 8 5 ATEN 1448 00 n I Mmax 48 59 in k at 7 49 ft from left Dmax 0 0474 in at 7 49 ft from left DL Reaction 1 080 k DL Reaction 1 080 k LL Reaction 0 000 k LL Reaction 0 000 k Total Reaction 1 080 k Total Reaction 1 080 k Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software ENERCALC 104 Print Diagram Results Sketch Diagrams Printing Location fti 9 10 OO MNT 77 amm Aug do S ASTODLONTS 5 2 1 225252383232328 THMMNMNTTOSS Gry pawon d 2999999999 ul uoysaaq o o e Location ftl Graphic Diagram Data Table This tab allows you to control whic
58. an entry is made here it will be used in the Bolt Group Analysis to determine the capacity of the bolt group Staggered If the bolt group is staggered enter 1 to indicate this Spacing Between Rows When two or more rows of bolts are used this is the spacing between those rows Spacing Between Bolts his is the spacing between each bolt in a row and will effect the calculations when bolts are staggered and spaced very close Shear Type Single or Double Specify whether the bolts are in single or double shear Single shear will typically mean that two members are being attached while Double would mean that three are used such as a wood member being bolted between two steel plates Member Width amp Depth Enter the width and depth of the main wood member for which the bolt capacities should be retrieved Load Duration Factor If the load applied to the bolt group is of short term nature enter the desired factor which will increase the bolt capacity Typically a value of 1 33 is used Side Plate Factor If metal side plates are used the user may desire to enter a load factor which will increase the bolt capacity Typically a value of 1 25 is used Side Plate Data Width is measured parallel to the depth of the member and thickness is measured parallel to the width of the member The program will automatically double the side plate area when Double Shear has been specified Results amp Graphics Tabs This set of tabs provides t
59. analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor Diaphragm Construction Tab This tab has all the entries used to define the construction of the diaphragm Just as a beam has the shear forces higher the closer you get to a support so the diaphragm works the same way This table is designed so that you can specify a diaphragm construction with higher shear capacity the closer you get to the end walls There are two areas North amp South Walls amp and East amp West Walls Each of these two sections let you specify the diaphragm construction from one end of the building to the other Note in the top section it starts with At North wall goes downward through some zones and then ends with the other wall At South Wall This table let you specify the changes in diaphragm construction THAT CAN BE USED if the shear at each end reaches a high enough level TO SEE WHICH CONSTRUCTION NEEDS TO BE USED LOOK AT THE Diaphragm Design TAB Example 1 If you have a diaphragm with very low loading you will probably not need anything more than the least thickness and nailing grade In this car you will just need what is shown for the Center region it just happens t
60. analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor Point Loads Tab General Uniform Loads PointLoads Diaphragm Construction Note Seismic factor will be applied to these loads Point Loads Acting NORTH SOUTH Ae dcs lbs at 0 000 4 ft du en lbs at 0 000 4 ft 4e i lbs at 0 000 4 ft 4 B lbs at 0 000 4 ft Point Loads Acting EAST WEST Bios es ails at oo 4 f BEN Ud 3s at 0 000 4 f 83 4s a 0 000 4 ft ae gls at 0 000 4 f Boundary Loads Acting North amp South The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act North South and are resisted by shear in the East amp West walls and create tension cord forces in the North amp South walls These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Westerly side of the diaphragm and measured Eastward When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS whi
61. and resulting values shown General 1997 UBC Building Forces Diaphragm Forces k 9 Weight Wi Hi IQ kf 35 00 65 00 n Nw 4 Sum Wi 335 00k Sum Wi Hi 12 025 0 k ft Sample Printout 75 00 62 00 3 900 0 75 00 39 00 2 925 0 75 00 26 00 1 950 0 75 00 13 00 975 0 9 9 487 15 51 26 60 26 60 19 95 19 95 13 30 13 30 6 65 6 65 Total Base Shear Base Moment 20 39 Story Mom cft 20 39 265 04 46 98 875 84 66 93 1 745 96 80 23 2 788 97 86 88 k 3 918 4 Kft Building Force Diaphragm Force 20 38 k 15 51 k T 13 00 26 59 k 30 93 k 13 00 19 94 k 30 93 k 13 00 13 29k 30 93 k 13 00 6 64 k 30 93 k 13 00 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 85 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MOB Date amp 21PM 23 OCT 03 ete del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com DE Feo oo0t vers 01 10 Sep 2003 Multi Story Se Seismic Forces 1983 2009 ENEP CALC Description ET General Information Calculations are designed to 1997 UBC Requirements i Seismic Zone 4 Building period 0801 sec UBC 1630 2 3 Simplified Static Force Procedure Hn to Top Level 5500 ft Ground F loor Area 000 0 ft Ct Construction Type
62. button Depth Range This item allows you to specify depth limits to be used for selecting which sections to display in the list When the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of the sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in depth class 14 a channel C9x15 is in depth class 9 and a L5x3x1 4 is in depth class 5 Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequal dimension sides Equal Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or 1983 2003 ENERCALC Engineering Software 264 ENERCALC HSS T These are square tubular sections You can choose to display only
63. can purely cantilever beams be analyzed For this condition use either the Heavy Timber Beam or Multi Span Timber Beam programs e Beam weight is not automatically added to entered loads Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab contains only the input for a general description Because this program designs individual beams on each tab all the entry information is contained on that particular tab General Span 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 Description B Beams Beam Tabs 1 through 7 On each of these tabs you can design a complete beam Each beam is simply span with an optional cantilever 1983 2003 ENERCALC Engineering Software Wood Design Modules 109 General Span 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 Description urere lI Wood Section TJ MicroLam 1 75x UE Boas ndo a re end 750 4 in DERE
64. can quickly change these values and recalculate to arrive at a satisfactory design Attached to Concrete Enable this checkbox when the ledger is bolted to a concrete or masonry wall This changes the way bolt values are pulled from UBC table 25 F When the ledger is against concrete the double shear values for a member 1 2 the width are used Building Code Used Select the building code you are using This controls the allowable bolt values to be used If 1991 amp earlier UBC is chosen then 1994 UBC Table 23 I F allowable bolt values are used If 1994 amp Later UBC and NDS is chosen then the bolt design value are from NDS 8 2 UBC 2336 2 1983 2003 ENERCALC Engineering Software 210 ENERCALC Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases Wood Stress Database Species Size Classes to Show Douglas Fir Larch 2 54 Thick 2 amp Wider 5 x 5 amp Larger Glued Laminated Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI lt Sort Order oo D Species Grade Class Fb Ft Fy Fe Pem Fe Pm E Species i Grading Agency no A WCLIB WAWPA WCLIB
65. counterclockwise 90 degrees 90 degrees will rotate the section clockwise 90 degrees to allow channels to be oriented open end down Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 51 Results Sketch Calculated Properties Total BS oen 59 7908 in2 X cg Distance from Datum 0 0000 in Y cg Distance from Datum 3 8958 in Edge Distances from CG RE cL ete 6 0000 in BN oem E 6 0000 in EY ccce ese 14 7726 in Oa PN eo et 15 8174 in Peete an erate te en ete 4 980 2937 ind RE ee ute te Sette eye rere 372 9328 in4 Pe sos Sa ee 9 1266 in ST a NITE 24975 in episc tcm ten 62 1555 in3 EXHHHD EE en 62 1555 in3 LIBE es 337 1300 in3 Sx BOLO sso RENNES CRE 314 8622 in3 Total Area The total area of all defined shapes including the area of any AISC sections which have been included in the analysis X Distance to Center of Gravity Using the locations of the center of gravity of each entered shape and AISC section data static moments are taken about each X and Y datum and the center of gravity distance from the datum is determined Edge Distance from C G This is the
66. d Actual K Lu d Min Allow k Lu d Cf Bending Rb Le d b 2 5 For Axial Stress Calcs Cf Axial Axial X X k Lu d Axial Y Y k Lu d fc Compression 1 750 00 psi 1 750 D0 psi 50 0000 25 4627 11 0000 1 0000 55699 1 0000 18 800 13 600 161 Equals the total axial and side load divided by the column area Remember when Nominal is chosen the true net column dimensions are used Fc Allow Axial Compression Stress The allowable axial stress as defined in the items to follow multiplied by the load duration factor fbx Actual Flexural Equals the Maximum Design Moment divided by the actual section modulus of the column specified This equals the total bending moment divided by the column s X X section modulus F bx Allowable Bending The allowable bending stress as defined in the items to follow multiplied by the load duration factor Interaction Value This is the typical interaction equation used for timber column design It is defined in the 1983 2003 ENERCALC Engineering Software 162 ENERCALC NDS code and other codes and references This is the final calculation of all values in the interaction equation to determine the final state of combined stresses For Bending Stress Calculations Max k Lu d Allowable k Lu d For Rectangular Columns 50 For Circular Columns 43 K represents the minimum value of Lu d at which the column can be expected
67. data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs 1983 2003 ENERCALC Engineering Software Steel Design Modules 247 General Tab General Uniform Trapezoidal Concentrated Moments Section Description Fixed Cantilevered Beam Canter Spa eae cae me 48 500 4 ft Lait LantIB VAR re mr 0 000 4 ft PIMOS EVE ooo Gogo eaae Gana 7 500 5 ft Lu Unbraced Length 16 000 S ft End Fixity C Pin Pin C Fix Fix Pin Fix Fix Pin C Fix Free Steel Section W27X114 Iani Duraton r actor eer aes 1 000 Include LE wi STE ses m Used only in combinations with Short Term loads Minor Axis Bending E ElasticiMadilis ee 29 000 0 ksi Center Span Span distance between the left and right supports for the beam Left amp Right Cantilever Specifies the length of the cantilevers if applicable Unbraced Flange Length This is the user specified unbraced length of the compression flange used to determine the allowable stress based on flange buckling criteria End Fixity The steel beam can have any of four different end fixity combinations Fix Fix Pin Pin Fix Pin Pin Fix or Fix Free If
68. desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab provides data entry for all input except loads 1983 2003 ENERCALC Engineering Software 122 ENERCALC General Uniform amp Trapezoidal Point amp Moment Loads Description Example Problem 2 Double Cantilevered Beam Center Span 48 000 4 fuss Lu 0 000 B f Left Cantilever 8 500 4 ft Lu 8 500 S f Right Cantilever 6 500 ii dle Lu 6 500 E f End Fixity Wood Section 5 125x36 0 Pin Pin Pin Fix Beam Width 5 125 4 in Fix Fix Fix Pin Beam Depth 36 000 4 in C Fix Free C Sawn GluLam C Manuf or So Pine Wood Species Douglas Fir 24F V8 Fb Base Allowable 2400 0 44 psi E Awab err w04 psi EcPer Allowable t eneee ee 5600 psi ElasticiMgdulis e e TT 18000 4 ksi Repetitive Member i Load Duration Factor 1 250 Calc shear at depth from support Center Span Span distance between the left and right supports for the beam Left amp Right Cantilever Specifies the length of the cantilevers if applicable Lu Unbraced Lengths These lengths define the length of unbra
69. display in the list When the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of the sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in depth class 14 a channel C9x15 is in depth class 9 and a L 5x3x1 4 is in depth class 5 Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequal dimensioned sides Equal Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with 1983 2003 ENERCALC Engineering Software Steel Design Modules 245 both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or HSS T These are square tubular sections You can choose to display only square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate ab
70. distance from the Center of Gravity more properly the center of area of the composite section to the most extreme fiber in each direction Inertia Ixx amp Iyy The overall moment of inertia of the composite section is determined by applying the following equation to all the defined shapes I xx A dy2 and I yy A dx2 where d Distance from the shape s C G to the overall C G of the composite section Radius of Gyration The radius of gyration of the composite section is determined using the typical equation Ixx A and Iyy A 2 Section Modulus S These values are the calculated section moduli of the composite section The values are determined by dividing Ixx or Iyy by the fiber distances above below right and left of the center of gravity of the 1983 2003 ENERCALC Engineering Software 52 ENERCALC section Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch Datum Center of Gravity Datum Datu Center of Gravity Center of Gravit Y Center of Gravity X Datum Sample Printout 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 53 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 9 54PM 22 OCT 03 ors Description Coron
71. entered for the span will be used or ignored A YES NO entry here gives you a simple way to try various live load alternates to determine maximum moments and shears on multi span beams Applied Loads Tab Uniform Uniform dead and live load applied to the entire length of the center span You should be aware that beam weight is not considered in the program therefore this input should include allowance for beam weight These values may be positive or negative Partial Length Distributed Uniform dead and live load applied over a full or partial length of the center span X Left indicates the distance from the left support to the beginning of the load and X Right is the distance from the left support to the right end of the load These values may be positive or negative Trapezoidal Distributed Uniform or varying dead and live load applied over a full or partial length of the center span DL LL Left indicates the dead or live load magnitude at the X Left distance location DL LL Right indicates the dead or live load magnitude at the X Right distance location These values may be positive negative or both X Left indicates the distance from the left support to the beginning of the load and X Right is the distance from the left support to the right end of the load Point Load Concentrated dead and live load applied to the beam Moment Dead and live moment applied to the beam Section Properties Tab This secondary tab is where the steel
72. from base 8 000 ft Cade Ref Distributed Load 350 00 t 1997 UBC section 280792 distance to top 11 000 BL 2003 IBC 1905 7 2 2003 NFPA 5000 35 4 3 distance to bottom 3 000 4 ft 97 UBC 280772 2003 IBC 1805 7 2 2003 NFPA 5000 36 4 3 Unique Features e This program allows you to design up to five pole footings on one calculation sheet e You can enter a point lateral load partial length distributed lateral load or both to apply shear and moment at the top of the footing e This program is a straight application of the Uniform Building Code formula referenced above Assumptions amp Limitations e Allowable passive pressure is assumed to increase linearly with depth up to the specified maximum e When surface restraint is specified the restraint is assumed to be rigid and able to resist lateral reactions Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 55 350 00 pif O Pole Cross Section Shape 7000 00 Ibs 18 00 ft 350 00 Free to Rotate at Soil Surf 3 00 ft 17 12 ft Depth Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the
73. hand set of tabs General Tab This tab contains entries for values that will be used for ALL the beams in the multi span system 1983 2003 ENERCALC Engineering Software ENERCALC Generale 2 3 4 es es Jez e Description 3 Span System 2 Load Patterns Operating Mode All Spans Considered as Individual Beams C Spans Considered Continuous Over Supports Stress EbeoBasevNIDWwablas SN nn 15500 psi Pes Allowables o CUNT s0 psi E Elastic Modulus 18000 ksi aad ratiooe M TT TT 1250 Repetitive Member i Operating Mode This item plays a critical role in governing the calculation procedure for the entire program e Spans Considered Continuous Over Support When two beams share the same support and the support fixity for both beams at that support is Pinned then the two beams are tied together to form one continuous beam over that support e All Spans Considered as Individual Beams When two beams share the same support they are always considered as two separate beams and the stresses and rotations in one never affect the other Within each beam span information tab there is a setting for end fixity Here is how those end fixities are described according to the selection for this item When All Spans Considered as Individual Beams is chosen e Free will indicate that the end is completely free of the support and adjac
74. handle up to eight spans at once The end fixities of each can easily be modified to model many types of beams including but not limited to Simple span beams with cantilevers at one or both ends Single span beams with fixed and or free ends Continuous beams with up to nine supports Continuous beams with one or both ends fixed or cantilevered This flexibility is provided using a Yes No prompt All Spans Simple Support Answering NO tells the program that beams that have pinned ends at the 1983 2003 ENERCALC Engineering Software 94 ENERCALC same support are connected and continuous over that support Answering YES tells the program that each data entry column represents a single beam that is unaffected by the beam on either side of it Each span can be loaded with dead and live uniform a partial length uniform partial length trapezoidal and concentrated loads To further aid your design you can easily omit live load on any span to perform alternate span load analysis UB ENERCALC GVECSS EXAMPLES ECW Multi Span Timber Beam Design Multi Span Timber Beam Design Gee ti e2 a les es lee ler ee Results skaten Diagrams Printing Span Description Beam is OK Moments amp Stresses SPM once rase enne nnne 15 00 j Max Moment Mid Span Sink 7508 Onbraced Longllityss ssw aes Ce art n 0 000 Max Let End 0 0 imk ALa a EEO O T PERITI Pinned l Max Rig
75. k Vh Used 788 40 k Zone 1 from 0 000 ft to 10 083ft Use 20 studs Zone 2 from 10 083 ft to 20 167 ft Use 18 studs Zone 3 from 20 167 ft to 30250ft Use 22 studs Zone 4 from 30 250 ft to 40 3338 Use 19 studs Zone 5 from 40 333 ff to 50 417 ff Use 21 studs Zone B from 50 417 ft to 50 500 ft Use 20 studs Actual Of Shear Studs Used This is an optional entry and can be used when you want to analyze an as built beam If this entry is 0 the program calculates the required number of studs and the shear stud spacing values reflect that force If you enter the actual number of studs per 1 2 span in this location that number will be multiplied by the allowable shear connector capacity and the result shown as Shear Force Used For Connector Design Vh 100 This is the maximum horizontal to be resisted by code calculated as the minimum of AISC equations 1 11 3 and 1 11 4 0 85 fic Ac 2 or AS Fy 2 Vh Minimum When partial composite action has been allowed this value is Vh 100 adjusted by the formula V h Vh SREQ D SSTEEL STRANS SSTEEL 2 This force is the minimum force which the connectors should be designed to resist If no entry has been made for OPTIONAL ACTUAL STUDS the shear stud spacings will be listed for this value otherwise Shear Force Used For Connector Design below will be used to determine spacings Shear Force Used For Connector Design 1983 2003 ENERCALC Engineering Softwar
76. many designs simultaneously and can handle up to eight spans at once The end fixities of each can easily be modified to model many types of beams including but not limited to e Simple span beams with cantilevers at one or both ends e Single span beams with fixed and or free ends e Continuous beams with up to nine supports e Continuous beams with one or both ends fixed or cantilevered This flexibility is provided by allowing you to e Set a flag telling the program to consider all beams that have pinned ends to be either continuous over the support attached to the adjacent beam or consider each span is simply supported e For each beam you can specify fixed pinned or free support conditions for each end This allows you to model any type of span support condition you will encounter limited to eight spans nine supports 1983 2003 ENERCALC Engineering Software 226 ENERCALC Each span can be loaded with a uniform dead and live load a partial length uniform dead and live load a partial length trapezoidal dead and live load up to four point dead and live loads and one concentrated dead and live moment To further aid your designing ability you can easily omit the inclusion of live load on any span to perform alternate span load analysis For each span the program determines maximum center and support moments shears reactions and deflections UB ENERCALC c ECSS EXAMPLES ECW Multi Span Steel B
77. plate thickness Pier Height Pier dimension measured along the Y Y axis of the column Pier Width Pier dimension measured along the X X axis of the column Steel Section This is the steel section name that you have specified either by typing in the name and using the database search abilities see above Usage Mode Tab Select how the program should work e Determine Size amp Thickness calculates the minimum required plate size and thickness to satisfy stress requirements using the loads pier dimensions bolt data and column size data e Determine Thickness Only calculates the minimum requires plate thickness to satisfy stress requirements using the loads plate dimensions pier dimensions bolt data and column size data e Check Stresses for Plate Size amp Load uses your entered plate height width and thickness along with all other entered data and calculates the stresses Usage Mode Anchor Bolts Steel Shape Data Allow Stresses Usage Mode C Determine Size amp Thickness amp Determine Thickness Only C Check Stresses for Plate Size amp Load Anchor Bolt Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules Usage Mode Anchor Bolts Steel Shape Data Allow Stresses Dist from Plate Edge Bolt Count per Side Tension Capacity B lbATB3 Soe EXIT 4 in 2 24 465 k 1 122 Sfin2 Dist From Plate Edge Distance from th
78. print it 1983 2003 ENERCALC Engineering Software 132 ENERCALC Summary Sketch Diagrams Printing Notes Please select printout sections to be printed General Information Iv Uniform Loads Iv Trapezoidal Loads Iv Point Loads Iv Moment Loads Iv Summary Iv Deflections Iv Stress Calcs Iv Query Values Iv Notes p Note When all are selected the software will still omit unused sections Notes Tab This tab contains some general notes about the usage of the results of this program Summary Sketch Diagrams Printing Notes General Notes Calculations are designed to 1997 NDS and 1997 UBC t Section databases have been updated as of 2 Apr 1999 Allowable stress databases have been updated to 1997 NDS amp 1997 UBC values on 2 Apr 198 To determine Cf values for sawn sections the program looks for the identifying words in the Stress Select No 1 Standard and similar typical words are used to determine Cf category Unbraced length is multiplied by the following following values to calculate Le When beam Lu depth lt 7 Le 2 06 L When 7 lt Lu depth lt 14 3 Le 1 62 Lu 3d When Lu depth gt 14 3 Le 1 84 Lu Sample Printout Page 1 1983 2003 ENERCALC Engineering Software Wood Design Modules 133 ENERCALC Engineering Software Title ENERCALC Ex ample Problems Job 97 000001 P 0 Box 188 Dsgnr MOB Date 9 36AM 25 OCT
79. provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch Diagrams Notes Printing Span 1 Span 2 Span 3 Span 4 Span 5 Span 6 Span 7 6 00 s ENT 96 00 sn Mmax 10 40 in k at 4 24 ft from left Dmax 0 0574 in at 4 24 ft from left Rlmax 407 999 lbs Armax 407 999 Ibs Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software Wood Design Modules 115 Results Sketch Diagrams Notes Printing LL Center LL Cant Print Diagram Span 1 Span 2 Span3 Span4 Span5 Span amp Span7 Moment ft k i 082 167 253 38 423 ending Moments l Location ft s Shear k 0 82 1 87 53 3 38 4 23 09 5 94 6 79 65 3 5 Location ft Location ft Graphic Diagram Data Table Notes Tab This tab contains some general notes about the usage of the results of this program 1983 2003 ENERCALC Engineering Software 116 ENERCALC Results Sketch Diagrams Notes Printing General Notes
80. rectangular shapes to be included in the analysis on each line Also enter the location of the center of gravity of this shape with respect to a datum point you have chosen Distances from the datum can be positive or negative Circular Sections Enter the dimensions of solid circular or hollow pipe shapes to be included in the analysis in this location Also enter the location of the center of gravity of this shape with respect to a datum point you have chosen Distances from the datum can be positive or negative The Radius entry means the outside radius To specify a solid circular section set the entry for Thickness equal to zero This will signal the program that the circular section is solid For any other circular shape that has a hollow circular core enter the wall thickness not the inner diameter Distance to C G This distance locates the center of area of each shape with respect to a datum Locations may be positive or negative AISC Rolled Shapes In the lower area of the tab you see five smaller tabs that provide data entry locations for up to five rolled AISC sections To specify a section t be used either type in the section name in the entry area and press the Tab key or use the Section button to use the built in steel section database Angle 0 90 deg This entry allows you to orient the section at 0 90 or 90 degrees 0 degrees specifies the typical orientation with the Y Y axis vertical 90 degrees rotates the section
81. reduction equations if metal deck is used Stud Height The stud height is used to calculate stud capacities when metal decking is used Metal Deck Notes When metal decking is used the program automatically decides what concrete area is to be used When the deck ribs are oriented parallel to the beam the total actual concrete area based on the rib dimensions and effective flange width is used for calculations The center of area is adjusted for the area distribution as it occurs it varies due to ribs When ribs are perpendicular to the beam only the concrete area between the top of the slab and top of the ribs is used Deck Rib Height Rib height is the total depth of the metal decking distance from the top flange of the beam to the top surface of the decking Used along with Rib Spacing and Rib Width to determine the net concrete area for composite section properties Rib Spacing Center to center spacing of the metal deck ribs This is used with Rib Height and Rib Width to determine the net concrete area for composite action Rib Opening Width When viewed from above the decking this represents the width of the CONCAVE section of the metal deck which will be filled with concrete Used with Rib Height and Rib Spacing to determine the net concrete area for composite action Rib Orientation This entry indicates if the metal deck ribs are parallel with the steel beam If parallel the transformed section properties will include the conc
82. right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab contains all the date entry items for this calculation 1983 2003 ENERCALC Engineering Software 56 ENERCALC General Description Circular pole with Point amp Uniform Loads Allow Passive 250 0 4 pcf Max Passive oS 1 500 0 4 psf Load duration factor 1 330 4 Pole Shape C Rectangular Circular Diameter Surface Restraint No C Yes Applied Loads Distances are above ground surface Romn laf s MARS 7 000 00 4 lbs distance frombase 8 000 ft Distributed Load 350 00 ft distance ta Topics 11 000 ft distance to bottam 3 000 ft 97 UBC 2907g2 2003 IBC 1805 7 2 2003 NFPA 5000 38 4 3 Allowable Passive Pressure The allowable lateral force the soil can withstand This value will be increased per foot of vertical embedment depth For example at 4 0 below the surface allowable lateral pressure entry of 150 psf ft would be able to resist 150 4 600 psf e Regardless of maximum value entered in the next entry the allowable pressure will not be raised when the depth of embedment is below 12 0 Max Passive Maximum allowable passive pressure regardless of depth and load durat
83. section properties are listed The properties shown here are used for the calculation 1983 2003 ENERCALC Engineering Software 234 ENERCALC Loads Section Properties Area EYED in2 Depth 21510 in Width 12340 in Tf ose7s in Tw o550 in Ixx 2 670 000 ing lyy 274 000 in4 rt 3280 in The typical steel section measurements are given for the section chosen When certain sections are used the measurements will not conform to the typical W section naming conventions used here For Tubes Flange Thickness and Wall Thickness will both be set equal to the tube s wall thickness rT is not used For Pipe Flange Thickness and Wall Thickness both equal the pipe s wall thickness Flange Width and Depth will both be set to the pipe s outside diameter rT is not used For Channels rT equals the distance from the flat face to the center of gravity of the section For Tees rT equals the distance from the top of the flange to the center of gravity of the section For Double Angles rT equals the spacing between the backs of the angles For Single Angles rT is not used Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab
84. the load is applied to the wall along its entire length such as a load transferred to the wall from a horizontal diaphragm Strut Force Applied Top Of Wall The user can also apply a concentrated load at the top of the wall height This strut force is provided to apply collector loads drag struts to the wall Moment Applied to Top of Wall When you have a wall on the level above that must have its lateral forces and overturning moment transferred to the wall below i e wall being designed you can enter the moment here and it will be included in the calculations for uplift at the end of the wall and for footing calculations Positive sign applies the moment to the wall in a clockwise direction increasing soil pressure at the right side of the wall To apply the vertical components at the end of the wall on the story above use the Point Load entry of the Vertical Loads section Footing Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 173 General Loads Footing Footing Dimensions Past Left Edge of Wall Wallilengthz e SERERE eee eee Past Right Edge of Wall Footing Length Footing VVidth Footing Thickness Concrete Weight Rebar Cover Emi 15 000 ft 3 000 ft 21 00 ft 2 500 B ft 15 00 al in 145 00 4 pef 3 000 4 in 30000 psi 60 000 0 psi Footing Dimensions Past Left Edge of Wall Enter the distance from the left edge of wal
85. the individual wall stiffness values to calculate a polar moment of inertia e Using the applied shear force in each direction and wall stiffness s to solve for the X and Y deflections of the overall diaphragm system 1983 2003 ENERCALC Engineering Software ENERCALC e Calculating two torsional moments for the X and Y shear force and determining which will yield the greatest force to each wall e Using those torsions and the polar moment of inertia to calculate diaphragm rotations e Solving the forces in each wall that would be necessary to produce the wall deflection consistent with diaphragm rotation at the wall s location Because of the stiffness matrix approach for determining rigidities and deflections the actual number of forces calculated for each wall is 32 one for each axis 2 one for each applied load 2 and two for each accidental eccentricity 8 This equals 2 2 8 32 forces for each wall For each wall the force applied to the wall in each direction is summarized as direct and torsional shear with the governing eccentricity of the applied load that created the torsional shears shown The table is difficult to understand when loads are applied along both axis at once so we recommend only applying a load along one axis for each run and printout Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in l
86. the program will automatically look through the database for a match Upper or lower case is fine If found the name and numeric section properties will be retrieved into this calculation The numeric properties will be seen on the Section Properties tab Fy Yield Strength Indicates the yield strength of the steel section Include Live Load w Short Term Loads Typically when short term loads are from seismic events the live load is not used This YES NO entry specifies whether your live loads will be used with short term loads Load Duration Factor Load duration factor is applied to the calculated allowable stresses and displayed as Allowable Stress in the Summary section Elastic Modulus Although rarely does this need to be changed enter the elastic modulus of the steel material Point amp Distributed Loads Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 287 General Point amp Dist Loads Moments Section Properties Axial Load Axial Eccentricity Dead B k i 65 100 XX Moments 8 000 4 in ve 42 800 4 Y Y Moments 14 000 4 in Short Term 4 k Point lateral Loads Along Y Y x x moments Dead Load Live Load Short Term Height 1 000 tj 4 E k 2 000 i f Along X X y y moments Dead Load Live Load Short Term Height 1 000 B 4 k 16 000 E ft Distributed lateral Loads Along Y Y x x moments Dead Load Live Load Short Term 1 0
87. to all allowable stresses Use Beam Weight is a YES NO flag that will automatically add a uniform load to the beam to account for its own weight Reduce Shear By d is also a YES NO flag that when set to Yes will deduct all loads within a distance Beam Depth from each support when calculating shears e End Conditions define how the beam ends are attached to their supports If cantilever information is entered for a side of the beam that has been specified as fixed that information including loads is ignored e This program provides plenty of load capability for loading any part of the beam All Dist values position the load with respect to the left support To apply a load to the left cantilever enter the distances as negative e Summary gives stress results for the beam analysis Maximum Moments are given 1983 2003 ENERCALC Engineering Software 120 ENERCALC for the center span and cantilevers and their locations Allowable and Actual Stresses are also given for the worst case conditions Reactions and Deflections are given for dead load only and total load cases e Live load is ALWAYS skip loaded to determine the maximum moment in the center span Automatic Beam Sizing Using the Design button you can display a screen that will enable you to set design parameters and examine a database of wood members for selection of those that satisfy your criteria Design Beam Section Type K Maximum Stress
88. to perform as a Euler column This is taken as e Rectangular Columns 0 671 E FC LDF e Circular Columns 0 582 E FC LDF k Lu d This equals Le Column Depth Min Allow K Lu d This represents the value of k Lu d at which the effects of slenderness must be considered This is e Rectangular Columns 11 e Circular Columns 9 C f Bending Defines the stress reduction factor to be applied when the column depth exceeds 12 and bending stresses are present Rb Led b42 5 This is the slenderness factor based upon the defined effective length Le It is used to determine the adjusted allowable bending stress based upon column slenderness under beam action Compression face stability For Axial Stress Calculations Axial Le xx k Column Depth This is the actual slenderness of the column that will be used to calculate allowable Fa values when the column is checked about out of plane buckling movement about the columns X X axis which is parallel to the width of the section Axial Le yy k Column Width This is the actual slenderness of the column that will be used to calculate allowable Fa values when the column is checked about out of plane buckling movement about the columns X X axis which is parallel to the width of the section Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large s
89. transfer moments from upper level wall sections to the current wall Vertical loads can be applied as uniform or concentrated and will act to stabilize the wall for overturning You can use the concentrated load entries to apply end uplift compression forces from a wall above to the current section Values which can be specified for the wall construction are plywood thickness plywood grade nail size number of sides applied stud spacing sill thickness and seismic factor All of these values will be used to determine allowable shear capacity and nail spacing of the wall sheathing sill bolting requirements and wall uplift provisions Also provided by this program is the ability to design a supporting footing The footing length width and thickness can be modified to achieve acceptable soil pressures shearing stresses overturning stability and bending reinforcement requirements UB ENERCALC c ECSS EXAMPLES ECW Plywood Shear Wall amp Footing Plywood Shear Wall amp Footing 9 Help Tools amp Settings Description i Pt amp Unif Loads amp Lateral Shear amp Drag Loads General Loads Footing Wall Dimensions Vat Langs es TNT 15 000 4 Mal FO ccc eer cae ees 12 000 1 Wall WAH 20v 1s duae dada 1500 psf EVA n osama summa 0 800 Sheathing Data Plywood Layers C 1Side 2 Sides Plywood Grade Suucturatt 7 Nail Size El Thicknese A Asie RRA ERECTA NUR 15 in
90. ur 3rd zone x 12 Center zona X ur 3rd zone X ur 2nd zone 35 ur At East Wall 3 ur Shear amp Chord Forces Diaphragm Shears Noh Total Shear 104631 7 Ibs Shear per F oot 582 40 ft Chord Forces 1 4 Length 1 2 Length 34 Length Length Width Ratio 1 444 3x Uu 3x ur 2x ur 2x 12 2x uw 3x ur 3x ur om from from from Design Data amp Nailing Requirements Grade Grade C D C C Grade C D C C Grade C D C C Grade C D CC Grade C D C C Grade C D C C Grade C D C C Design Data amp Nailing Requirements Grade Grade C D C C Grade C D C C Grade C D C C Grade C D C C Grade C D C C Grade C D C C Grade C D C C South 95084 B Ibs 52825 sf 11 267 7 Ibs 15 290 1 Ibs 11 574 2 lbs Shea ons Nal Size Spacing Vale Distance in mt n 10d 23 12 7350 00 10d 2 5412 650 0 43 68 10d 4 6 12 385 0 64 48 10d 56 12 290 0 10d 46 12 385 0 58 64 10d 2 54 12 650 0 42 64 10d 23 12 735 0 0 00 Allow Shears per 2003 IBC Table 2306 3 1 Shea one Nail Sze Spacing Value Distance in et t 10d 23 12 735 0 0 00 t0d 254 12 650 0 600 10d 4 6 12 385 0 10 80 10d 566 12 290 0 10d 46 12 3850 1368 10d 2 5412 650 0 00 10d 23 12 735 0 000 West East 835917 bs 88 971 2 ibs 321 51 f 341 81 if 281100 bs 37 327 89 bs 27 3612 bs 1983 2003 ENERCALC Engineering Software Wood Design Modules 193 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB
91. wall footing assembly in one pass The what If ability can quickly modify the design criteria and give the user many design options and resulting calculations quickly e The footing design capability of the program can quickly determine the proper size footing to satisfy soil pressure and overturning requirements normally a very tedious procedure Assumptions amp Limitations e Allowable plywood shear wall values are taken from UBC Table 23 I K 1 for Structural I and II The program assumes two times the allowable value for one side is allowed when both sides are sheathed e All loads are considered to be applied at the top of the wall e ACI equation 9 3 is used for footing analysis and design e All lateral loads are considered short term and ACI load factors are applied accordingly Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 1983 2003 ENERCALC Engineering Software 168 ENERCALC 213 00 tt ft TEETH TEL 213 00 tt ft 450 00 me f EESE TT TT 15000 1 ux lbs lbs 1 Ibs 12 0Q ft H 12 00jft 15 004 15 00 ft 21 00 ft Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calcu
92. will be modified based by slenderness size factor and load duration factor Fv Shear Allowable shear stress to be used in design This allowable will be modified by the load duration factor Fc Bearing Allowable bearing stress perpendicular to the grain Elastic Modulus Enter the modulus of elasticity to be used in determining deflections and calculation of F b for laterally unbraced beams Repetitive Member Flag Check this box if the multi span beam can be considered to be a repetitive member according to NDS definitions Load Duration Factor Load duration factor to be applied to allowable bending and shear stresses Application of this factor is in accordance with NDS Lamination Thickness You can specify a lamination thickness to be used to determine the minimum required depth increment The program determines the minimum number of laminations of this thickness that are needed and rounds up a full lamination Leave this value set to zero for exact depth calculations Calc Shear at depth from Support This YES NO flag allows you to disable the automatic subtraction of all loads within a distance Beam Depth from a support when determining design shears 1983 2003 ENERCALC Engineering Software Wood Design Modules Uniform amp Trapezoidal Loads Tab General Uniform amp Trapezoidal Point amp Moment Loads Uniform Loads Over Full Span v Auto Calc Beam Weight Dead Load Cemer Span ereere 360 0
93. 0 1 2 231 1 e Lateral Loads can be specified by the user and are applied to the top of the wall Uniform loads are applied from an attached diaphragm and Concentrated loads due to transfer of collector forces drag struts A Moment can also be applied to transfer 1983 2003 ENERCALC Engineering Software Wood Design Modules 167 reactions from a wall section above to the current wall e Vertical Loads allow you to apply uniform floor loads concentrated beam loads and uplift compression loads due to end reactions from a wall above e Design Data specifies all values affecting the plywood sheathing selection Thickness grade number of sides and nail size all affect the program s selection of required nailing Wall Length Height and Weight are used to calculate unit shear lateral wall weight and moments created by lateral loads applied at the top of the wall e The Summary section provides the results of the wall design giving plywood thickness nailing allowable and actual shear values uplift check values and end hold down requirements and footing design data e Footing Analysis is where you can define the footing width thickness and projection beyond the end of the wall e Refining the Wall and Footing Design is simply a matter of recalculating the worksheet and refining wall construction and footing sizes Unique Features e This program has all the capabilities to design an entire plywood shear
94. 0 19 4 3 00 3 00 6 24 4 68 3 38 3 38 12 55 5 3 00 6 00 6 24 4 66 6 76 3 38 15 30 6 3 00 6 00 6 24 4 68 6 76 3 38 1 40 7 3 00 3 00 6 24 4 68 3 38 3 38 3 14 8 3 00 0 00 6 24 4 68 3 38 6 37 9 200 S00 6 24 4 68 3 38 3 38 9 71 10 3 00 6 00 6 24 4 68 6 76 3 38 13 06 11 0 00 0 00 12 0 00 0 00 13 0 00 0 00 14 0 00 8 0 00 15 0 00 0 00 16 0 00 0 00 Totals 240 4680 k Bolt Dist from Center of Bolt Group From the user defined bolt location and the calculated center of bolt group the distance from bolt to center of bolt group is found If the bolt is to the left or above the C B G it will be displayed negative and vice versa Direct Shears The direct shear to each bolt is simply the applied vertical or horizontal load divided by the total number of bolts Torsional Shears The torsional shears are calculated considering the actual bolt location with the C B G The following relationship is used Torsion Applied Load Arm also SUM Bolt Force Bolt Dist to C B G SUM di Fi 1983 2003 ENERCALC Engineering Software 338 ENERCALC Where di Absolute distance from bolt to C B G Fi Absolute Force on each bolt Setting Fi Alpha di We get Pe SUM Alpha di 2 Then Alpha P e SUM di 2 But di 2 X Dist to CBG 2 Y Dist to CBG 2 From the above relationship we can easily calculate Alpha Therefore Fi Alpha di Resultant Bolt For
95. 0 190 000 0 333 0 0 Fix Fix 3 1 4 0 222 30 000 13 000 155 000 45 000 135 0 Fix Fix 31 5 0 222 40 000 13 000 90 000 0 333 00 Fix Flx 31 6 22 20 000 13 000 0 84 660 00 Fix Fix 31 7 28 280 13 000 10 000 75 000 45 0 Fix Fix 3 1 8 28 280 13 000 10 000 10 000 135 0 Fix Fix 31 Labe 989 Location for Maximum Forces Direct Shears k Tarsional Shears k el x ft Y Lenath Thick Length Thick k 0000 27 346 23 298 0 000 9 338 0 000 32 635 2 31 386 0 000 71 157 0 000 13 172 0 000 84 329 3 0000 27 346 25 643 0 000 4 291 0 000 25 643 4 31 386 0 000 52 882 52 883 5 327 1 074 58 209 5 0000 27 346 57 205 0 000 9 573 0 000 57 205 6 0000 27 346 25 643 0 000 2 560 0 000 28 202 7 11 386 0 000 61 501 61 502 3 958 2371 61 501 8 11 386 0 000 49 439 49 440 4 732 1 597 49 439 C 97 114 ft Controlling Eccentricities amp Forces from Applied Y Y Shear Y Distance to Center of Rigidity 53 154 ft cm Min e MaxX X r 31386f Torsion 5 859 14 k ft cm Min9s MaxX x cr 11 386 ft Torsion 2 129 14 k ft X Accidental Eccentricity 10 000 ft Controlling Eccentricities amp Forces from Applied X X Shear Y Accidental Eccentricity 9 000 ft Yom Min e MaxY Y cr 27 346ft Torsion 5 113 63 k ft Yem Min9e MaxY Y cr 9 346 Torsion 1 747 63 k ft Section Properties This program determines section properties for built up sections with rectangles hollow circles solid circles and standard AISC steel sections AISC sections can be recalled from th
96. 00 E kft Start End 5 000 4 gt 12 000 4 ft Along X X y y moments Dead Load Live Load Short Term 2 000 E k ft Start End 120002 gt 15000 Hfi Axial Loads Specify your the axial loads acting on the column Positive values apply compression to the column Axial Eccentricity Enter the eccentricity from the geometric center of the column to the location where the axial load is applied if you want to consider the effect of axial load induced moments in your design Point Lateral Loads Using these entries you can apply lateral loads between the endpoints of the column Loads applied Along Y Y are applied parallel to the Y Y axis of the steel section For a wide flange section this is parallel to the web The Height location of the application of the point load is measured with respect to the bottom of the column Note Be careful if you are using Fixed column ends NOT to apply point loads at a 0 0 or Column Height location they will not act on the column and simply be taken by the end rigid supports Distributed Lateral Loads 1983 2003 ENERCALC Engineering Software 288 ENERCALC Using these entries you can apply uniform lateral loads between the endpoints of the column Loads applied Along Y Y are applied parallel to the Y Y axis of the steel section For a wide flange section this is parallel to the web The Start and End Locations are entered as the d
97. 00 4 ft Boundary Loads Acting North amp South The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act North South and are resisted by shear in the East amp West walls and create tension cord forces in the North amp South walls il d s These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the westerly side of the diaphragm and extend eastward in other works left to right Entering both locations as 0 0 will apply the loads the full diaphragm dimension When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor 1983 2003 ENERCALC Engineering Software Wood Design Modules 185 Boundary Loads Acting East amp West The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act East We
98. 0000 in h 8 2400 in py szso m 15300 in Xr 4120 in Ya 104950 i Basic Usage Before starting data entry be sure you have set up an X Y coordinate system to consistently reference all component locations For each rectangular shape enter the height width and center of area from the datum Circular sections are entered by specifying the outside radius and thickness The radius is measured from the center to the outside of the circular shape Set thickness to zero for solid sections or non zero for hollow pipes For AISC sections this distance will locate the section s centroid position The program knows the centroid location of AISC members with respect to their own extreme fiber locations However you need to enter the location of the shape s actual centroid in relation to the other rectangular and or circular shapes Be careful as this can be tricky when entering channels angles and tee sections that are rotated This program will allow entry of solid circular or pipe sections When a solid circular section is to be used the user simply enters 0 for thickness of the circular shape A unique feature allows the user to specify whether the X and Y axes of AISC sections should be turned 90 degrees Assumptions amp Limitations The program operates on a simple calculation procedure e Calculate the moment of inertia of each shape e Calculate the neutral axis of the group of shapes and 1983 2003 ENER CALC
99. 004 3745 1336 1058 55 79 620 Beam Shear Location fti Deflection in 4 51 2473 30 94 37 45 43 36 49 58 5378 62 0 Location fti 6 09 1230 Deflection 1983 2003 ENERCALC Engineering Software 20 ENERCALC Graphic Diagram Data Table Location f Moment kip feet Shear kips Printing Tab 9 0000 1 2053 2 4211 3 6475 4 8344 6 1318 7 3898 8 6584 9 9375 11 2271 12 5273 13 8381 15 1594 16 4912 17 8336 19 1865 20 5500 21 9240 23 3086 24 7037 26 1094 27 5256 96 QED 295 6000 a re 9 6844 9 7687 9 8531 9 9375 10 0219 10 1062 10 1906 10 2750 10 3594 10 4437 10 5281 10 6125 10 6969 10 7812 10 8656 10 9500 11 0344 11 1187 11 2031 11 2875 11 3719 44 AES This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software Structural Analysis Modules Sample Printout XE X 4 M M Iv Iv 21 1983 2003 ENERCALC Engineering Software 22 ENERCALC
100. 03 ENERCALC Engineer Sotware er ever eam System Description Four Bay System 2 Simple 1 Rt Cant 1 Double Cant General Information Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Fb Base Allow 2 400 0 psi Fy Base Allow 1 900 0 ksi Live loads placed for maximum values Fy Base Allow 156 0 psi Load Ouration Factor 1 250 Cartievers assumed braced for Fo calcs Column Bay amp Beam Data Column Spacing f 40 25 40 09 4000 4000 Attual Span Li M 26 50 3400 Left Cantilever ft 00 60 9 Right Cartile ver ni 7500 sons BOD Beam Width n 1 500 5 125 5125 5125 Beam Depth n 7 250 28500 28 500 28 500 Member Type Sam GluLam GluLam GluLam Mmax Center Max Let End ft Max Richt End Dead Load f 96 0 Uwe Load f 128 0 Point OL Ips 6 720 0 LL Ips 57600 gx Li 24 00 Poim DL lbs LL lbs ex ft Fo Allowable psi 3 600 0 fo Actual psi 116 393 5 Overstress Max Shear lbs 17 705 0 Fy Allowable psil 193 8 Tv Actual psi 24421 Overstress Reactions Max Left Reaction Ids 7 919 2 Max Right Reaction ps 32 950 2 96 0 128 0 6 720 0 5 760 0 8 00 6 720 0 5 760 0 32 00 00 629 2 Overstress 16 154 3 193 8 165 9 Shear OK 16 1549 147415 1222 1375 925 62 1 98 0 98 0 128 0 128 0 67200 6720 0 5760 57600 1600 2400 00 00 21132 2 378 2 Overstress Overstress 15 558 6 10 414 9 193 8 193 8 159 8 107 0 ShearOK Shear OK
101. 10 00 Right Cant 0 180 in at 5200 ft Assumptions and Limitations e The program calculates all values by dividing the beam up into 500 sections and performing moment area integration for deflections Calculated values generally will be within 1 5000th of the actual number Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow The example is for a double cantilevered beam with loads applied to center span and cantilever Because this program does not do automatic calculations for multiple locations of live load only one set of results are given Here is a basic sketch of the geometry and loading 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 11 3 69 k 41 k 23 00 H200 k 6 09 k 6 09 k 027kA EHE 0 27 kett TITTI enn osok HET nam osok FT 0 40 nse 040 kee TT 0 40 ut Temm T 2 00 ft Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs 0 20 kft uu 0 20 kft General Tab General unitorm Point Trapezoidal
102. 153 26 k n at 24 377 Shear Lan 16 49 k Max Negatv e Momem 38 76 k ft at 0000n Right 17 89 k M ax Left Support 73 17 kf Camber Left 0 274 in Wax Right Support 68 76 k ft Center 0722n Right 0225 n Max M allow 0 00 Reactions tb 1 312 64 psi tv 129 27 psi Let DL 1480 k 27 85k Fb Fy 206 25 psi Right DL 1515k enter Span oad Deflection 0 482 In 1 189 In Deflection 0 183 In 0 568 In Location 24 126 t 24 126 f Length Defl 1 117 3 3583 Lengthy Deni 1 1 96 0 484 36 Right Cantilever Cambes using 1 5 DL Deft Deflection 0 150 in 0 451 in Certer 0 722 in Length Defi 1 033 9 3457 Lefi 0 274 in Rigi 0 225 In Page 2 1983 2003 ENERCALC Engineering Software 134 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Protiems Job 97 000001 P O Box 188 Dsgm MDB Date G36AM 25 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com 8 mE m wr 58 0 10 Sep 2003 General Timber Beam Page 2 c 1083 2003 ENERCALC Sotware ccSwamples cow Timber Calos Description Example Problem 2 Double Cantlevered Beam Stress Cales Bending Analysis Ck 19 865 Le 17 603 R Sxx 1 401 047 in3 Area 207 563 in2 0 000 Rb 18 000 CI 0 000 Max Moment Sxx Regd Allowable th Center 153 26 k ft 0 00 n3 0 00 psi Left Support 7317 kft 0 00 n3 0 00 psi
103. 1983 2003 ENERCALC Engineering Software Steel Design Modules 235 Results Sketch Diagrams Printing Beam is OK Moments Max Moment Mid Span 0 0 k ft 0 00 ft Max Lett Ende 0 0 k ft Max Right End 434 4 kft Bending Stress Actual e t E ME 6 496 3 psi Allowabla 5 3 s 23 760 0 psi Shear Stress ACTA HER ORRIN ERE ar T 2571 1 psi AIN eee pter 14 400 0 psi Max Deflection D 082in O 00ft Span Deflection Ratio 2 330 4 Left Right Shear Support 0 00k 31 60 k Reactions leads c e EE 0 00 k 53 69 k ive eure eoe 0 00 k 14 03 k TOES res E 0 00 k 67 72 k Query Values Eres STIL o reo vez 0 000 4 ft Moment see 0 00 k ft eere e 0 000k Deflection 0 0824 in Moments These are the maximum values to use for design for this span The Mid Span moment can occur anywhere between the two end supports It is possible that this number is right next to the support To determine maximum moments the following technique is used e Fixed end moments are calculated for each span When LL Flag is set to NO no live loads are applied to that span e A 16 pass moment distribution is performed on the entire eight span system e The resulting end moments are then applied to each beam end and the resulting moments shears and deflections for the span are calculated Each beam is divided into 250 increments for this process Bending Stress Allowable bending stress calcula
104. 2 Delete Thickness E Height in i 3 all Z3 7 50 i i 33 Fix Fix 1 30 00 13 00 15500 45 00 135 0 FixFix 3 122 40 00 1300 90 00 0 3 0 0 Fix Fix 3 122 20 00 13 00 10500 8466 OO Fix Fix 3 122 28 28 1300 1000 75 00 45 0 FixFix 3 122 28 28 1300 1000 10 00 135 0 Fix Fix 3 122 Thickness 0 222 4 in X c g location 167 500 ft Length 25 000 ft Y c g location 179 660 ft Height 17 500 4 ft Angle 0 00 deg Fixity Fixed Fixed C Fixed Pinned E 3 122 Add Change Delete Buttons These buttons control the table of values for all the walls Each button works on the wall line currently highlighted When pressing Add or Change a window is displayed very similar to the one shown below Using this window you can specify the information for the wall 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 41 Since the program considers each wall to be of one material with uniform properties throughout you simply need to specify the Thickness Height Width and Elastic Modulus to specify the stiffness of the wall The Length dimension is used by the program as the axis to report shear along the wall Although the program calculates shear both along and perpendicular to the wall width direction the length is assumed to be what you are interested in and the final shear results are given along that direction Wall ID Number 1 ESSERE Wall End Fix
105. 26 in Stop 337 1300 in3 Y 15 8174 in S bottom 314 8622 in3 2 5 Pole Formula This program determines actual soil pressures and required depths for footings primarily supporting lateral loads Such footings are commonly called Flagpole footings Since applied top moment generates lateral soil pressures that usually govern the design these footings typically have a depth width ratio of 2 1 and greater Cases with and without lateral restraint at the ground surface are allowed Evaluation of actual and allowable pressures is in accordance with 1994 U B C Section 1806 7 1983 2003 ENERCALC Engineering Software 54 ENERCALC UB ENERC ALC c ECSS EXAMPLES ECW Pole Embedment in Soil Pole Embedment in Soil E ordi Help C Print X Cancel v Save Genera Resuits sketen Description ircular pole with Point amp Uniform Loads Results Moments Surface Point load ii 56 000 00 ft Distributed load 19 600 00 ft Allow Passive 250 0 B pet Max Passive 1 500 0 4 psf Total Moment 75 600 00ft Load duration factor 1304 330 Total Lateral a 9 800 001bs Pole Shape c Ci r Sroa MON Without Surface Restraint D Required Depth 13 875ft iameter 24 000 aj in Press 1 3 Embed Surface Restraint Actual 1 328 68 psf No C Yes Allowable 1 330 00 psf Applied Loads Distances are above ground surface FOPDETOSI S2 ciuis 7 000 00 1bs distance
106. 276 ENERCALC Results Sketch Diagrams Printing Graphic Diagram Data Table Location ft Moment kip feet Shear kips Es 10 5840 12 2972 13 9960 15 6802 17 3500 19 0052 20 6460 22 2422 23 8840 25 4812 27 0640 28 6322 30 1860 31 7252 33 2500 34 7602 26 OERA Printing Tab 18 0750 17 9300 17 7850 17 6400 0 17 4950 0 17 3500 0 17 2050 0 17 0600 O 16 9150 16 7700 16 6250 16 4800 16 3350 16 1900 16 0450 0 15 9000 0 15 7550 0 15 6100 0 15 4650 15 3200 15 1750 15 0300 14 OOFN This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software Steel Design Modules Sample Printout v M M v M M v M M 277 1983 2003 ENERCALC Engineering Software 278 ENERCALC ENERCALC Engineering Software P O Box 188 Corona del Mar CA 92660 Voice 949 645 0151 www enercalc com Sow User MW 050000 1 Ve 1580 10 Gep 2023 D190 200 CAF RCALC P igieerhg Sota Description Title ENERCALC E xam
107. 299 13 299 66 932 1 745 963 1 75 00 13 00 975 0 6 649 6 649 80 231 2 788 965 Totd Base Shear 86880 k Base Overturning Moment 3 918 408 k n Diaphragm Forces j Weight Lateral Force RTT Summatlono MinReqd Cakulated MaxReqd Diaphragm Level Vy pic e this Level Above Level Weights Force Level Force Level Force e Level Force Fpx k k k k k k k k 5 35 00 T551 T5 51 35 000 T4438 T5515 28875 51s 4 75 00 26 60 4211 110 000 30 938 28 713 61 875 30 938 3 75 00 19 95 62 06 185 000 30 938 25 159 61 875 30 938 2 75 00 13 30 75 36 260 000 30 938 21 738 61 875 30 938 1 75 00 6 65 8201 335 000 30 338 18 360 61 875 30 938 2 9 Multi Story Column Load Analysis This program assists the designer in determining the individual and accumulated loads 1983 2003 ENERCALC Engineering Software 86 ENERCALC per level on a multi story load bearing member This program will prove to be a tremendous help in keeping track of loads when many levels are used and different tributary widths and loading criteria are present The program also has the ability to determine live load reductions per 1994 UBC section 1606 Formulas 6 1 and 6 2 The user may input the r factor at each level according to UBC Table 16 C for roofs Loading options for each level include Tributary Area Dead Load Reducible Live Load and Non Reducible Live Load Reducible live loads are automatically reduced by the calculated reduction factor and all three
108. 351 00 ink ns a 655 20 ink Group Data amp Results BolCoordinates BollDisi Frome kG Dieci ShaarForce TorsionalShearForce FinalForce x 4 000 4 000 4 000 4 000 4000 10 000 10 000 10 000 10 000 10 000 in Y 4 000 7 000 10 000 13 000 16 000 4 000 7 000 10 000 13 000 16 000 X in Y 3 09 6 00 3 00 3 00 3 00 3 00 3 00 3 00 6 00 3 00 6 00 3 00 3 00 3 00 3 00 3 00 3 00 6 00 X k Y X Kk y k 6 24 4 68 6 76 3 3 8 08 6 24 4 68 3 38 3 38 8 55 6 24 4 68 3 38 10 19 6 24 4 68 3 38 3 38 12 55 624 4 68 6 76 3 38 15 30 6 24 4 68 6 76 338 140 824 4 68 3 38 3 38 3 14 6 24 4 68 3 38 6 37 6 24 4 68 3 38 3 38 9 71 624 4 68 6 76 3 38 13 06 1983 2003 ENERCALC Engineering Software
109. 4 67 64387 595 00 LL Ibs 28333 768 00 6 160 00 Max DL LL Ibs 403 00 1411 87 9 645 00 Right End DL Ibs 124 67 1652 12 3 685 00 LL Ibs 283 33 2104 08 6 160 00 Max DL LL lbs 408 00 3 756 19 9 845 00 Detechon OK Detection OK Center OLOct LDef Ratio 5 893 17724 8523 Certer LL Defi 0 040 0213 0518 LDef Ratio 2 5561 901 2 5093 Center Total De 2057 232 0 828 Location 4250 7616 11 000 Lidef Ratio 17751 600 7 10 Cartilever DL Det 0 043 Cartlever LL Defi 0219 Tota Cant Def 0262 LDef Ratio 4585 3 3 General Timber Beam This program provides design and analysis for wood beams with optional cantilevers at 1983 2003 ENERCALC Engineering Software 118 ENERCALC one or both ends A variety of loads and end fixities can be used to model most span conditions This program is ideally suited for design and analysis of glued laminated beams This program is provided as an alternative to the Multi Span program It gives more detailed analysis capabilities allows more loads to be applied gives cambers and bearing stresses and allows the user to query the program for values at any beam location The program divides the beam into 250 span increments and determines maximum shear moment deflection and stress at each location You can apply up to seven full and partial length distributed dead and live loads up to eight point dead and live loads and up to eight dead and live bending moments These load
110. 400in 400i 525in es 1983 2003 ENERCALC Engineering Software 222 ENERCALC Sample Printout ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 11 58AM 26 OCT 03 Description Collection of example problems Corona del Mar CA 92660 Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Rev 580000 P h T i i age 1 User KW 0600001 Ver 5 8 0 10 Sep 2003 Bolt G oup in Timber Memb c 1983 2003 ENERCALC Engineering Software It r i r er cec55Yex amples ecw Timber Calcs Description Using metal plates both sides General Information Code Ref 1997 UBC Applied Load 12 000 001bs Rows of Bolts 2 Load Duration Factor 1006 Bolt Diameter 3 4 Bolts per Row 4 Side Plate Factor 1 250 Member Width 5 125in Spacing Btwn Rows 4 000 in Rows Are NOT Staggered Member Depth 24 000in Spacing Btwn Bolts 4 900in Force is Parallel To Rows Side Plate Data Bolts are in Double Shear Side Plate Depth 0 250in Side Plate Thickness 8 000in Check Adequacy for Applied Load j Amember 123 000 in2 Basic Allow per Bolt 3 575 00 Ibs Aplate 4 000 in2 Bolt Cap Reduction Factor 0 9700 Amember Aplate 30 750 Allowable Load per Bolt 3 467 75 Ibs Bolt Group OK Using 2 rows with 4 3 4 bolts per row Row Spacing 4 00in Bolt Spacing 4 00in 27 742 00 lbs gt Applied Load 12 000 00 Ibs Req
111. 43 5 94 ras Boo 47 HOS 1349 150 Location t1 4 4 Steel Column This program can analyze or design a standard AISC steel section subjected to axial loads and simultaneous bending moments about each axis A variety of factors can be specified which effect the AISC code stress analysis of the beam Unbraced compression flange lengths minor axis bending primary or secondary member status and load duration factors can all be modified for the beam you are analyzing or designing Fixed and pinned supports can be used at either end allowing analysis for the following types Fix Fix Pin Pin Fix Pin Pin Fix or Fix Free Axial dead live and short term loads may be applied to the column at eccentricities for both axes Also concentrated moments point loads and distributed loads can be applied to the column as beam type loads causing moments about the X X and Y Y axis from dead live and short term components To help you specify AISC sections to be analyzed an internal database system gives you access to over 4 000 sections from the 6th 7th 8th and 9th edition AISC handbooks Data for these sections was acquired from many published sources and represents the 1983 2003 ENERCALC Engineering Software 280 ENERCALC only standard rolled sections economically available to constructors in the United States You can either type in a section and have it s properties automatically recalled or display a window to sc
112. 45 12 385 0 13 68 2nd Zone Z5 650 0 0 00 At East Wall ASE 735 0 0 00 Allow Shears per 2003 IBC Table 2306 3 1 Nail Spacing Definition This item is always constant and defines the nail density to be used for the material specified on that row When a non zero Zone Distance number is displayed for the row it indicates that the plywood material should be nailed at this spacing or greater out to that distance from the wall A typical spacing identification looks like this 2 5 4 12 The first number 2 5 indicates the nailing required at the boundary and continuous plywood panel edges The second number 4 is the spacing required at all other plywood panel edges The third number 12 indicates the nailing required in the interior regions of the plywood panel Note 10 maximum spacing is usually allowed for floor diaphragms The user may specify the distances of each side of the load from a wall to define a partial length load Shear Value For the diaphragm construction specified and nail spacing indicated on the line the allowable diaphragm shear value is retrieved from the internally stored UBC tables and displayed here When displayed as zero this indicates that the program does not contain any data for this combination of 1983 2003 ENERCALC Engineering Software 190 ENERCALC framing size plywood thickness plywood grade nail size and nail spacing Zone Distances This table provides the desig
113. 5 Location fti 36 14 42 23 48 26 30 05 Location ft 1983 2003 ENERCALC Engineering Software 318 ENERCALC Results Sketch Diagrams Printing Graphic Diagram Data Table Location Moment Shear JarDeflec 37 9608 754173 112 3696 1488175 184 7611 220 2004 255 1354 289 5661 323 4925 356 9146 389 8324 422 2460 454 1552 485 5601 516 4607 546 8570 576 7490 606 1367 635 0201 663 3992 6912740 Printing Tab 94 7429 93 4926 92 2422 90 9919 0 89 7416 0 88 4912 0 87 2409 0 85 9906 0 84 7402 83 4899 82 2396 80 9892 79 7389 78 4886 FT 2382 0 75 9879 0 74 7376 0 734872 0 72 2369 70 9866 69 7362 68 4859 This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software Steel Design Modules 319 F M M M M M M Iv Iv Iv Sample Printout 1983 2003 ENERCALC Engineering Software 320 ENERCALC ENERCALC Engineering Software Title E
114. 50 24 750 30 250 18128 2600 720 79391 21901 344 7550 4 2083 Delete 21 750 3 f 25 375 3 111 148 32 630 4 142 900 41 250 5 183 358 51 563 103 984 re ere Aen ean 0 246 062 0626 Cancel Width amp Depth Enter the exact dimensions of the beam section being used You can quickly change this entry to optimize your design Also the automatic member sizing will place a depth here Beam Type This selection controls how the Size of Volume factor is calculated If Sawn is selection Cf is calculated If GluLam is selected then Cv is calculated If Manufactured or So Pine selected then NO factor Cf or Cv is calculated Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases 1983 2003 ENERCALC Engineering Software Wood Design Modules 11 Wood Stress Database Species Size Classes to Show TEPTEHDIEXCIER 2 gt 4 Thick 2 amp Wider 5 x 5 amp Larger Glued Laminated Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI lt Sort Order Qo Species Grade Class Fb Ft Fv Fe Pem Fe P E Species Grading
115. 501 0 052 rad red 0 052 rad 590t f 590t F14 Fo OBB F 23 54 ksi 23 76 ksi 0 991 1 8 76 ksi 6 36 ksi 14 40 kel D 608 4 in 21 60 k f in 720k 180k 0070 n 6501 0052 rad 590 f Section Properties Section Name W12X40 Sw 1 23565in4 Weight Depth 11 840 in Sw 2 0000 ins T Web Thid D 295 In Sw 3 0000 ins rxx Flange Width 8 005 In of 11341 r yy Flange Thick D515in Qw 27 939 Ares 11 600 in2 J 0877in4 I xx 310 000 in4 Eo 0000 lyy 44 100 in4 wno 22864in2 S x 1 926 in3 Wn2 0 000 in2 S w 11 018 in3 Cw 1 439 100 a 65 199in 40 081 om 2 1400 in 51255 in 1 3332 in 1983 2003 ENERCALC Engineering Software Steel Design Modules 279 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 00000 P O Box 188 Dsgnr MDB Date 3 30PM 26 OCT 03 Description Collect Xf axe e oroble Corona del Mar CA 92660 pi Collecton of example problems Voice 949 645 0151 Scope All programs in the Structural Engneering Library www enercalc com Ver 56 0 10 Sep 2003 Steel Beam w Torsional Loads s UU L c 3 2003 ENERCALC Engineering Software Description Single offset point load mid span Sketch amp Diagram x Moment R k E Mima 2160 1 Dma 0 0705in 1 41 ing Moments Rma 7 2008 Rmax 1800k Shear X 180 Beam Shear 24 FAS Locetion ff amp por x a Deflection Tt 1 A1 202 4
116. 793 0 3499 0 90003 0 4356 Axial amp Bending Stresses Dead ive DL LL DL Shon Fa Allowable 16 226 16 226 16 226 21 580 ksi fa Actual 1 394 0916 2 310 1 384 ksi Fb Allow F 1 5 21 600 21 600 21 600 28 728 ksi Fox Allow F 1 7 amp F 1 8 21 600 21 600 21 600 28 728 ksi th xx Actual 3058 1 350 4 201 3 058 ksi Fbryy Allow F 1 5 27 000 21 000 27 000 35 910 ksi Foy Allow F1 7 amp F 1 8 27 000 27 000 27 000 35 910 ksi fh yy Actual 8 598 6 234 15717 9 599 ksi Stress Check Comments XX Axis Fa cak d per Eq E2 1 K LK lt Cc XX Ais Beam Melee Axis 102 000 Cb Fy 5 lt LET lt 510 000 Ch Fy XX Axis Beam Malor Axis Fh per Eq F1 Fb 12 000 Ch AL d YY Axis Fa cak d per Eq E2 1 KL lt Go YY Ais Beam Minor Axis Passas Table BS 1 Fb 0 75 Fy per Eq F2 1 e From the actual span condition of the column enter the total column height to be used for slenderness and moment calculations By entering 1 2 3 4 or 5 you can easily specify a variety of support conditions However this fixity is assumed about BOTH AXES At one end of the column you can t have Y Y bending fixed while allowing X X axis rotation You will also need to specify the unbraced lengths to be used for calculating bending and axial stresses e When you are using condition 5 Fix Free the bottom of the column is considered fixed e The X X axis is always considered the major axis Entering Y
117. 7X114 Dep 21 430 Weg 23 79 r xx sn Width 10 070in xx 4 090 00 i4 Pyy 2 179 n Web Thick 0 570 in I yy 159 00 in Rt 2580 n Flange Thickness 0 930 in S xx 299 743 in3 Area 33 50 In2 Sy 31 579 ing Sketch amp Diagram La ha Four oaa RR E ona LIT STE EES BREST CERN CASE Ce 12 dt 2227 2739 3351 30 3 i476 3 550 s 340 n Bending Moments V Loceion im i ui Lal Mh RIT inm 0E70N Bee gitn won Brae Ahi CII kom 54202 tes 5 7 name e A 5400 rex re DAR D Mie dine Ca lt Ream EE av ma dd dam S301 Bbes ada bu Loceion iM 2977 71750 RU RAR LM TR An Locekon fm Steel Beam w Torsion This program analyzes rolled AISC steel W H S M C B JR and MC I sections and channels subjected to applied loads causing torsion within the beam Both plane and bending stresses are determined in addition to typical AISC code checks for compactness and lateral torsional buckling Two end fixity combinations are allowed to separately determine torsional and bending stresses Pinned Pinned and Fixed Fixed With these end fixity conditions combined with torsional analysis a variety of load and span conditions can be analyzed In order to perform the extensive torsional analysis the typical torsional equations presented in the AISC publication Torsional Analysis of Members 01983 have been 1983 2003 ENERCALC Engineering Software Steel Design Modules 261 derived and
118. 83 2003 ENERCALC Engineering Software Steel Design Modules 251 following the right hand rule The Location values refers to the distance from the left support to where the moment is applied To specify loads on the left cantilever this value should be negative General Uniform Trapezoidal Concentrated Moments Section Moment Loads 1 2 3 4 Dead 3l ra 4 ki Live E B 4 4 k ft Short H 4 k ft Location 0 000 0 000 0 000 0 000 4 ft 5 6 7 Dead 3j r a icf Live 4 4 4 3 Short 4 s Location 0 000 4 0 000 0 000 3 ft Section Data Tab This secondary tab is where the steel section properties are listed The properties shown here are used for the calculation General Uniform Trapezoidal Concentrated Moments Section wanan Depth 27 290 in Web Thick 0 570 in ii D amp EM 113 79 ft Ixx 4 090 000 in4 m ITO Width 10070 in hy 159000 in4 Flange Thick 03930 in Sux 299743 ind Area 3350 in2 Syy 31579 in3 Rt 2580 in I XX 11049 in r yy 2 179 in The typical steel section measurements are given for the section chosen When certain sections are 1983 2003 ENERCALC Engineering Software 252 ENERCALC used the measurements will not conform to the typical W section naming conventions used here e For Tubes Flange Thickness and Wall Thickness will both b
119. 83 2003 ENERCALC Engineering Software Steel Design Modules 299 Steel Section Database Section Type to Display Steel Database W HP JR E TS HSST L WT A SCSth C AISCBth C AISC th C AISCBth C Korean M B MC P HSS P LL MT WF BP JRC ST i Square Rectangular E v Section Count 71 Name aes Depth width Sx i Sy ly TS2x2x3 15 TS2x2x1 4 TS2x2x5 26 TS2 542 5x3 16 TS2 542 5x1 4 TS2 542 545 15 TS3x3 3 16 TS3x3x1 44 T53 3x5 16 Cw me Te l ad Select TS3 5x3 5x1 44 T 3 5x3 5x5 16 TS4x4x3 15 TS4s4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 544 5x3 16 TS4 5x4 5x1 44 TS5 5x3 15 TS5x5x1 4 TS5x5x5 16 TCE L 2J0 ri A Modify aM CORN M ONIN tO tM r0 et i M oon 0 eo c m cn co m an CO de CO PO CO TO I9 2 2 2 x Cancel 4 a E Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse button Depth Range This item allows you to specify depth limits to be used for selecting which sections to display in the list W
120. 90 in Sx 253672 in3 Area 46 70 in2 Sy 96113 in3 Rt 4300 in I XX 6 378 in r yy 4 002 in ii dedi The typical steel section measurements are given for the section chosen When certain sections are used the measurements will not conform to the typical W section naming conventions used here For Tubes Flange Thickness and Wall Thickness will both be set equal to the tube s wall thickness rT is not used For Pipe Flange Thickness and Wall Thickness both equal the pipe s wall thickness Flange Width and Depth will both be set to the pipe s outside diameter rT is not used For Channels rT equals the distance from the flat face to the center of gravity of the section For Tees rT equals the distance from the top of the flange to the center of gravity of the section For Double Angles rT equals the spacing between the backs of the angles For Single Angles rT is not used Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Summary Tab The summary area provides results of combining all generated moments about both axes with axial load stresses The three AISC interaction equations indicate the state of combined stresses within the column e Formula H1 1 Th
121. Agency asFir Larch Select structural 5 5 900 WCLIB WAWPA as Fir Larch Dense Select Sti BS B P 2700 WCLIB as Fir Larch No 1 amp Better WCLIB WAVPA as Fir Larch Select structural WCLIB asFir Larch Dense No 1 WCLIB as Fir Larch No 1 WCLIB WAWPA as Fir Larch No 2 WCLIB WAWPA as Fir Larch No 1 WCLIB as Fir Larch No 2 WCLIB as Fir Larch No 3 WCLIB WAVPA as Fir Larch Stud WCLIB WAWPA as Fir Larch Construction WCLIB WAWPA as Fir Larch Standard WCLIB WAWPA as Fir Larch Utility WCLIB WAWPA as Fir Larch Dense select St d 700 WAVPA as Fir Larch Select structural i 600 WWPA as Fir Larch Dense No 1 700 WWPA asFir Larch No 1 gt 600 WWPA asFir Larch Dense No 2 400 WWPA as Fir Larch No 2 300 WWPA n2 DU CD n9 n CDI CU P2 4 UD CO 4s 200 5 no nonno bb bb Oo ca Fb Basic Enter the basic code allowable bending stress here Do not multiply it by any factors load duration depth and slenderness The program will calculate all appropriate factors apply them to this value and display the final Fb Allowable value in the RESULTS section Fv Basic As for Fb Allow described above enter the basic code allowable shear stress Elastic Modulus The elastic modulus should be entered in KSI i e 1 700 ksi This value is used to calculate deflections and allowable stress factors for long slender beams Load Duration Factor This factor will modify the allowab
122. Allow per ACI318 95 A3 1 0 3 fc Sqrt A2 A1 LDF 7 494 0 psi Allow per MSC cee cee e eee 6 743 0 psi Plate Bending Stress Thickness OK Wrlusbio ce ML e ee rne t 156 970 6 psi Max Allow Plate Fb 185 155 8 psi Tension Force per Bolt Bolt Tension OK ptus Tensipti eee ere crc 0 000 k Pillows DIS ES ER ere 24 465 k Baseplate OK Actual Bearing Stress Maximum bearing stress under the baseplate at the edge where axial load and compressive force due to bending is combined Allow per ACI 318 02 A3 1 Absolute maximum baseplate capacity for the calculated maximum allowable bearing stress Allow per AISC J9 Maximum allowable concrete bearing stress considering load duration factor and ratio of pier area to baseplate area 1983 2003 ENERCALC Engineering Software Steel Design Modules 331 Actual fb Actual bending stress in the plate Maximum Allowable Plate Fb Allowable bending stress in plate Actual Bolt Tension Calculated tension in anchor bolt on one side of the plate when a moment is present and there is tension forces in the anchor bolts Allowable Bolt Tension Entered allowable bolt tension Load Duration Factor Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch Sample Printout 1983 2003 ENERCALC Engineering Softw
123. B sy Left Cantilever 360 0 st 360 0 ft Right Cantilever Trapezoidal Loads 1 BIR El eec Oy 44 Hift DSG Eight B Hift L GER o eoe 25 0 4 sf SEMAINES 500 0 ft wit Sta Locations re 37 250 B ft 0 000 4 ft End Location 54 500 4 ft 0 000 ft 3 4 DISC Lett oc Um 4 Hit Wood Density 0 00 4 pef Live Load 288 0 B Sf 288 0 B f 288 0 ft 2 125 DL Right 3 ift Lr Bp co oes 8 a LL Right 3e Start Location 000043 ft End Location o 000 44 ft Uniform Loads Over Full Span vo jt vo 4 Auto Calc Beam Weight Check this box to have the program calculate the beam weight and apply it as a uniform loads on the center and cantilever spans Wood Density Enter the density of the beam It will only be used if the Auto Calc Beam Weight box is checked Center Span Dead amp Live Loads Enter the uniform dead and live loads acting on the center span of the beam These entries allow you to apply one uniform dead and live load to the center span Left amp Right Cantilever Dead amp Live Loads 1983 2003 ENERCALC Engineering Software 126 ENERCALC Enter the uniform dead and live loads acting on either of the cantilevers The loads are applied to the entire cantilever length Trapezoidal Loads This section allows you to enter loads that can have
124. CALC c ECSS EXAMPLES ECW Pile Group Analysis Pile Group Analysis Tools amp Settings General Description B pile system w X amp Y load eccentricitry Total Applied Load 262 90 p k X Distance to Load 16 000 Y Distance to Load 10 500 34 Pile Locations Basic Usage C G Distance from Datum Moments x 18008 XX Axis 20534 kf Y S648 Y Y Axis 525 80 k ft Load Distance from C G of Piles Moments of Inertia X 200 ft Y Y Axis 1510 00 ft4 Y 0 857 XX Anis 166 38 ft4 XY Axis 55 00 f4 x2 3 136 00 ft8 Pile Forces Forces from Rotation Losd Piles Y Y Axis XX Axis Pile Reaction 37 556 416 8 3k 33 35 k Fi 37 56 557 243k 40 79 k 3 37 55 4 16 3 49k 45 21 k 4 37 56 5 67 9 42k 52 65 k 5 37 55 718 S BAK 20 53 k 5 37 56 5 23 1 59k 30 57 k 7 37 56 7 18 3 42k 39 79 k 8 0 00 0 00 0 00k 0 00 k 9 0 00 0 00 0 00k 0 00 k 10 0 00 Resuits sketen 6 00 000k 0 00 k e Define the coordinate system locating the applied vertical load and piles locations For ease of use it s wise to set up the system so all offset distances from the datum are positive e Enter Load and Location for vertical loads only Enter X and Y distances from the datum to center of applied load e Enter Pile X and Y locations from the datum to the center of each pile e Note Only the first pile may be specified at location 0 0 For pile 2 gt 10 at least one distance must be non zero The first 0 0 location en
125. Calculations are designed to 1997 NDS and 1997 UBC Guideline Section databases have been updated as of 2 Apr 1999 Allowable stress databases have been updated to 1997 NDS amp 1887 UBC values on 2 Apr 1989 e To determine Cf values for sawn sections the program looks for the identifying words in the Select No 1 Standard and similar typical words are used to determine Cf category e Unbraced length is multiplied by the following values to calculate Le When beam depth lt 7 Le 2 06 Lu When 7 lt beam depth lt 14 3 Le 1 62 Lu 3d When beam depth gt 14 3 Le 1 84 Lu Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it Results Sketch Diagrams Notes Printing Please select printout sections to be printed General Information v Center Span Data v Cantilever Span Data v Results Iv Reactions Iv Deflections Iv Notes D Note When all are selected the software will still omit unused sections Sample Printout 1983 2003 ENERCALC Engineering Software Wood Design Modules 117 ENERCALC Engineering Software Title ENERCALC Example Prob
126. DL LL ST 163958 ps Cm x DL LL ST 1 00 Ch x DL LL ST 1 00 F y DL LL ST 33353 ps Cm y DL LL ST 1 00 Cb y DL LL ST 1 00 Max X X Axis Deflection DO065in a 5240 t Max Y Y Axis Detection 4195in at 9 460 Section Properties W14X159 i eptn 14 58 In Weiatt 158 63 em l xx 1 300 00 n4 Aetio 15 565 in Arca 46 70 n2 lew 749 00 m4 web Thick 0 745 in Ft 4300 in S xx 253 672in3 Flange Thickness 1 790 in S yy 26 113m3 fax 6 37 8in ty 4 002in al DL GEI Axa LL 4258 ARM TT 0 vw a gt i jan E x x Y tect ee gt IPFA Sotin Dr 12 0008 ST a OX Mx Soon Ote LE Lhd OTO Ey Mn Sup Dr 12 1 Len OP OR dax V ue Petat Lond Diz 1 420 Prod eu em eu Ix 3 X Ade Perd Led DULL LOS EF 30S TR Ik X X Asie Diet l Otet Lhe OT 0 bet 122 18 if xo Aste Dieti Cert Lime Ted bpt ist 4 5 Composite Steel Beam This program provides design and analysis of AISC steel sections acting compositely with a concrete slab interlocked along its compression flange Factors provided for in the program include e The concrete slab can be either full depth or cast over formed steel decking with rib orientation perpendicular or parallel 1983 2003 ENERCALC Engineering Software 296 ENERCALC e The concrete slab may extend past one or both sides of the beam e An optional steel plate may be attached below the bottom flange to allow strengthening of existing beams e When form
127. DOO Load Eccentricity from C B G 14 000 000 Y Distance 00 10 500 in XDhtincu 2c 7 500 in iila Bue 5 16 00 000 Moment Me see 351 00 in k Totals 4240 4680 k Moments MY roses 655 20 in k Basic Usage Vertical and Horizontal Loads and locations are entered after locating a Datum point from which the loads and all bolt locations will be referenced Location of Each Bolt is entered starting from the top row in the table and working downward Note The last entry in the table that has a 0 0 bolt location is used to tell the program where the last bolt was entered If any of your bolt locations is 0 0 ENTER THAT BOLT ON THE FIRST ROW OF THE TABLE Assumptions amp Limitations e When determining the actual load per bolt at least one load either vertical or horizontal must be specified otherwise output will be 0 e At least two bolts should be specified e All bolts are assumed to be of the same deformation characteristics when loads are distributed e Vertical and Horizontal forces are divided by the number of fasteners to give direct shears Example The data entry for this example is shown in the screen captures that accompany the Data 1983 2003 ENERCALC Engineering Software 334 ENERCALC Entry Tabs and Results amp Graphics Tabs sections to follow 9 5 16 00 9 0 00 16 00 LT 00 13 00 9 0 00 13 00 46 80 k 9 10 00 0 00 10 00 6240k y e 00 7 00 9
128. Date 4 05PM 25 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 www enercalc com Rev 580000 1 e sel KW 0600001 Ver 5 80 10 Sep 2003 Horizontal Plywood Diaphragm Page 2 _ 01983 2003 ENERCALC Engineering Soflware checSiaanoks ecw Timber Cats Scope All programs in the Structural Engineering Library Description Illustrating Zone Nailing Areas Sketch amp Diagram 3 8 High Load Plywood Diaphragm This program provides analysis and design of horizontal rectangular plywood diaphragms subjected lateral loads from wind or seismic forces This program calculates nailing requirements and shear values using ICBO Report 1952 for diaphragm design using 23 32 plywood applied according to the report s requirements Loads due to diaphragm self weight and lateral loads applied to the diaphragm boundary are allowed The program is used to analyze diaphragms subjected to only wind loads by specifying diaphragm weight as zero and seismic factor as 1 Up to four partial or full length uniform loads can be applied to the diaphragm boundary in both the North South or East West direction The partial length ability allows you to model seismic wall weight or wind loads on portions of the building with different tributary areas 1983 2003 ENERCALC Engineering Software 194 ENERCALC The program calculates total shear and unit shear for each of the four
129. EN CHERCALC Page tog software Multi Span Steel Beam exem pee os ie ous Description 3 Span System 2 Load Pattems General Information Code Ret AISC Ah ASD 1997 UBC 20031BC 2003 NFPA 5000 Fy Yield Stress 35 00 ksi Load Duration Factor 100 Spans Considered Continuous Over Supports Span Information Oesciption Span f 800 3500 35 00 8 00 35 00 3500 Stoel Section w21X111 w21x111 w21x111 W21X111 w21xi1i weit End Fixit repu Pau Fate there rire pate Unb Length f 000 000 0 00 0 00 000 000 amp Live Load Used This Span Yes No Yes Yes Yes Yes Dead Load kit 1 750 1750 1 750 1 750 1 750 1 750 Live Load km 1 450 1450 1450 1 450 1 450 1450 DeadLoad kt 0 850 0850 Live Load um 0650 0650 Start t 8 000 8000 End t 8 000 25 000 25 000 OL Let kt 0 850 0 650 DL 2 net ut UL L kt 0 650 0 650 LL Right k Stan t End t 8 000 8 000 Ponte DL k 10250 8 000 10 250 LL k 8750 8 750 ex t 15 000 Results Mmax Cntr kt 000 56 85 266 48 000 32485 288 X t 000 1470 1610 0 00 14 93 17 73 Max Let End k 4 000 134 40 300 70 000 198 40 47576 Max Right End k t 134 40 300 70 49086 198 40 47576 403 33 b Actual psi 6496 3 14 5350 23727 0 95895 22 997 0 22997 0 Fb Allowable psi 23 760 0 23 760 0 23 760 0 23 7600 23 760 0 23 760 0 BendingOK Pending OK ox Bending OK Wending OK Bending OK fv Anual psi 26711 30534 62089 3 347 6 091 7 60478 Fv Allowable pa 14 400 0 14 400 0 14 400 0 144000 14 400 0 14 400 0 Shear OK Shear OK Shear OK Shear OK Shew OK St
130. ERCALC shores until curing has reached 75 e Loads Applied After 75 Curing are typical live loads applied after the concrete has cured e Loads Applied During Construction are applied to the beam only during curing and are taken out of the calculations for final long term stresses When the beam is shored this type of load has no meaning e Section Properties can be entered by using the built in section property databases Please see the following two sections on using this capability e Reviewing Forces and Stresses In the Summary section of the worksheet the actual and allowable bending and shear stresses will be listed Also various moments shears deflections and reactions due to six load placement conditions will be given Unique Features e User may have the program automatically select the lightest section from the AISC section database e An additional steel plate can be added to the bottom flange of the beam to strengthen existing sections e The program allows the use of lightweight concrete Different n values are calculated to determine section properties for strength design and for deflection calculations Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc there will be a button that looks like this This button displays the steel section database as shown below 19
131. Insert Douglas Fir 24F VB GLB 2 400 1100 190 560 1650 1 800 000 E Rated Southern Ping 20F E3 GLB 2000 1150 200 650 1 700 1 700000 t E Rated Southern Ping 22F E3 GLB 2200 1 150 200 650 1 650 1 700 000 E Rated Southern Ping 24F E4 GLB 2400 1 250 200 650 1 750 1 800 000 Change Hem Fir 16F E7 GLB 1600 850 155 500 1150 1 400 000 Hem Fir 20F E7 GLB 2000 1050 155 500 1 550 1 600 000 Hem Fir 22F E6 GLB 2200 1 050 155 500 1 500 1 700 000 Hem Fir 24F E11 GLB 2400 1150 155 500 1 550 1 800 000 Hem Fir 24F E16 GLB 2400 850 155 500 1 400 1 700 000 Delete Hem Fir 24F E19 GLB 2400 950 155 500 1200 1800000 Hem Fir Softwood 24F E17 GLB 2 40 750 140 500 1250 1 800 000 Southern Pine 16F V5 GLB 1 600 1 000 200 560 1 550 1 400 000 x Southem Pine 20F v5 GLB 2000 1050 200 560 1 550 1 500 000 cse Kadai opr TT 7 fum ue Don E oc ba anes Fb Base Allowable Basic allowable bending stress to be used for design and analysis This stress will be modified based by slenderness size factor and load duration factor Fv Shear Allowable shear stress to be used in design This allowable will be modified by the load duration factor Elastic Modulus Enter the modulus of elasticity to be used in determining deflections and calculation of F b for laterally unbraced beams Load Duration Factor Load duration factor to be applied to allowable bending and shear stresses Application of this factor is in accordance with NDS Lamination Thickness Should Liv
132. L Defl Ratio L Defl Ratio L Defl Ratio L Defl Ratio L Defl Ratio 5 609 2 556 1 775 M max Center Span This is the maximum moment within the center span When a cantilever is present any live loads are skip loaded to determine maximum moment Moment Right Support This is the moment at the right support due only to the full dead and live load being applied to the cantilever Stress Ratio Overall maximum actual allowable stress ratio for the beam Bending Stresses Fb Allow Final allowable bending stress after calculating all modifications due to load duration depth factors and reductions for long unbraced compression edges Fb Actual Actual maximum bending stress along the full length of the beam Shear Stresses Fv Allow Final allowable shear stress after applying the load duration factor 1983 2003 ENERCALC Engineering Software 114 ENERCALC Fv Actual Actual maximum shear stress at either end of the beam Reactions Dead and live load support reactions Live load reaction is the maximum reaction resulting from skip loading when a cantilever is used Deflections These are all the maximum dead and live load deflections and their distance from supports Live load deflections result from Skip loading when a cantilever is present The Length Deflection ratios are multiplied by 2 for cantilevers to adjust them to equivalent simple span deflection ratios Sketch Tab This tab
133. LL DL ST short term and DL LL ST UB ENERC ALC c ECSS EXAMPLES ECW Ledger with Vertical amp Lateral Loads Ledger with Vertical amp Lateral Loads Pris 7 Help c Print al X cancel V Sove Genera Ledger Load Results skatch Description With Uniform Load against concrete Wood Stress amp Bolts OK DL tL p T DL Ll ST Bending Stress Ratio 0 104 0077 9 998 Shear Stress Ratio 0 363 0 267 9 341 Longer we 350 3 Diag Stress Ratio 0 607 1 0 452 0 575 Ledger Depth 5504 500 iin Maximum Bolt Diameter v B in Maximum Force Allowable Force Ratio_ 2 Bolt Forces 1 150 00 1 893 75 Ibs 0 607 Bolt Spacing 24 000 B in Altached to Concrete iv ICE G 1991 rier UBC Maximum Moment 2 300 00 180000 2 0000 in Bidg Code Used cere SE ee Bending Stress 130 34 10201 130 4 psi SUCEDE SEES NE Stress Ratio 0 104 0 077 0 098 MaximumShear 629 56 549 22 829 56 lbs Shear Stress 43 08 33 73 4309 psi Stress Douglas Fe Larch No 1 Stress Ratio 0 363 0 267 0 341 Stress Summary Fb Allow 0000 9 psi Max Vertical Load 1 150 00 9 00 1 150 00 lbs Fy Allow 95 0 aj psi Allow Vertical Load 1 893 75 201495 201495 lbs Load Duration Factors Max Horizontal Load 0 00 312 00 312 00 Ibs Live Load 1 250 Allow Horizontal Load 3 175 00 3378 20 3378 20 Ibs Angle of Resultant 90 0 deg 709 deg 748 deg a al 1 920 Diagonal Component 1 150 06 952 55 1 191 57 lbs Lumber Species for Bolt Values Per NDS Table BA
134. NERCALC Example Problems Job 97 000004 P O Box 188 Dsgm MDB Date 8 29PM 26 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope Al programs in the Structural Enginearing Libeary www enercalc com Page 1 Composite Steel Beam PO er ee Hn Description Part 2 Ribs Perpendicular Showing Auto Design Design Input Code Ref AISC SINASD 1997 UBC 2003 IBC 2003 NFPA 5000 Section Name W40X149 y 36 00 ksi Beam Span 60 500 ft fc 4 000 00 psi Beam Spacing 18000 ft Concrete Density 145 00 pet Slab Thickness 6 500 in Stud Diameter 0750 in Deck Rib Height 2 500 in Stud Height 4000 in Rib Spacing 16 000 in Beam Weight not added Rib Width 10 000 in Using Ful Composite Action Rib Orientation Perpendicular Elastic Modulus 29 000 00 ksi Beam Location Slab Both Sides Dead Loads applied before 7 336 curing 5p otim Loads Do oads Ji Me i 0 650 k 20 Oot 0 650 k 40 0001t Live mem aporied e 7996 curing Full Span Uniform Loads Point Loads a ae n 0310 k 20 000ft 0310k 40 000f RES Loads Loads Uniform Loads 1 0 180 kft E 605001 OK Shored amp Unshored Usng W40x149 Span 60 50ft Slab Thickness 6 500in Deck Rib Ht 2 50in Rib Spac 16 00in Rib Width 24 w Slab Both Side Stress Checks for Shored amp Unstiored C ases Bottom of Beam Actual 22 932 3 psi Allowable 23 9998 psi OK Unshored OL Stress Actual 21 002 3 psi Albwable 23 9998 psi OK Actual Shear Stress
135. On Span Center Beam Location SPAN 4 Edge Beam Location SPAN 12 Bf Based on Beam Spacing Center Beam Location BEAM SPACING Edge Beam Location BEAM SPACING Bf 2 1983 2003 ENERCALC Engineering Software 316 ENERCALC Effective Width The effective width is the minimum of the above three equations Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch Diagrams Printing 0 65 k 0 65 k Dead Loads Y Y 1 75 kft 1 75 k ft il Y Live Load tas IN 25 un TOM m 0 18 k ft 0 18 k ft igs M Dead Load 813 84 k ft M DL LL 1437 78 k ft Max Shored Deflection 1 2383 in Concreth 3 Bib 742 k Max Unshored Deflection 2 4273 in Ar 94 727 k Area Between Ribs Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software 317 Steel Design Modules Results Sketch Diagrams printing Print Diagram Graphic Diagram Data Table 2 w c 2 T o zu 50 5 54 41 36 4 4223 48 32 1787 2396 30 0
136. RCALC Engineering Software 244 ENERCALC Section Type to Display Steel Section This button displays the steel section database as shown below Steel Section Database Steel Database w HP JR t TS HSST L WT ls A SCSth C AlSC8th C AISC th C AISCEth C Korean 5 M B MC P HSS P LL MT WF BP JRC ST Square Rectangular Name ZEILE Im 89 liy N Section Count TS2x2x3 16 TS2x2x1 4 TS2 245 26 TS2 542 5x3 15 TS2 542 5x1 4 TS2 542 535 15 TS3x3x3 15 TS3x3x1 4 TS3x3 5 1 6 Selec 153533 Sal m TS3 543 535 15 TS4s4x3 15 TS4x4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 544 5x3 15 TS4 544 5x1 4 TS5 5x3 15 T 5x5 1 4 TS5 535 15 TCE E In A Modify 0e mmo CD D oN a W a GO N CO NO RU tt RSA mA PEE PA Pet D eg x Cancel 4 a E Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse button Depth Range This item allows you to specify depth limits to be used for selecting which sections to
137. RE RENE RN Oy RUE 9 250 4 in Type C Sawn C GluLam Manuf or So Pine Stress is d FB Basie eee re re es 1 450 0 4 psi p BASE node nentsenrse ES 95 0 psi Est MOBLIIS eee 1 700 0 ksi Load Duration Factor 0 1000 Center Span Cantilever Repetitive Member Iv Center Span 8 500 ft Le Eff unbraced Length 0000 ft Dead Load Live Load Uniform 2934 6674 f Patil af se Stat ooos ft End oog Point Ld s qf lbs ooi Y Point Ld 2 lbs at 0 004 ft Point Ld 3 3l 4 Ibs Point Ld 4 hbs Wood Section button and entry Use this button to display the database of wood sections The database provides selections for sawn glued laminated and manufactured lumber Please refer to the previous chapter describing using database in the Structural Engineering Library Pressing Wood Section will display the following selection window 1983 2003 ENERCALC Engineering Software 110 ENERCALC Wood Section Database Select Types to Display Mes 2005 2 00 in v Specify Depth Range Sawn Glued Laminated PowerBeam High 12 00 E in TJ Parallam TJ Timber Strand VersaLam TJ MicroLam LP Gang Lam LVL Custom Type Name Width Depth Area Jix Sx ly Sy Ik Area Sx Area C lt Sort Order Sxx I S bx Area Sxx Area 2 in3 in4 in3 11 250 5 250 8 750 10 500 12 250 15 750 6 250 13 750 16 500 19 2
138. SC8th C AISC7th C AISCBth C Korean BP JRC ST i Square Rectangular Ww 5 M B MC P HSS P LL MT WF Name aes Depth width Sx i Sy ly TS2x2x3 15 TS2x2x1 4 TS2x2x5 26 TS2 542 5x3 16 TS2 542 5x1 4 TS2 542 545 15 TS3x3 3 16 TS3x3x1 44 T53 3x5 16 S3 6x3 6x3 16 TS3 5x3 5x1 44 T 3 5x3 5x5 16 TS4x4x3 15 TS4s4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 544 5x3 16 TS4 5x4 5x1 44 TS5 5x3 15 TS5x5x1 4 TS5x5x5 16 TOE E v Section Count 71 Select A Modify aM CORN M ONIN tO tM r0 et i M oon 0 eo c m cn co m an CO de CO PO CO TO I9 2 2 2 x Cancel 4 a E E 0 ri Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse button Depth Range This item allows you to specify depth limits to be used for selecting which sections to display in the list When the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of th
139. STRANS modified for partial composite action i e for a reduced number of shear studs n S tr Top Modular ratio Es Ec times the transformed section modulus at the top of the composite section top of the slab Used to determine the service load concrete stress which should be less than 45 fc X X Axis Bottom Distance measured upward from the bottom of the steel section not bottom of the optional cover plate to the neutral axis of the transformed section Used only to determine transformed section modulus of the steel section V Horiz 100 Horizontal shear calculated as the minimum of AISC equations 1 11 3 and 1 11 4 0 85 fic Ac 2 or AS Fy 2 Used to calculate required shear connectors unless partial composite action is allowed Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Results Tab 1983 2003 ENERCALC Engineering Software 310 ENERCALC Results Shear Studs Deflection Reactions Moments Shears Misc OK Shored amp Unshored Stress Checks for Shored amp Unshored Cases Actual Allowable Bottom of Beam 22 932 3 23 999 6 psi Unshored DL Stress 21 002 9 23 9989 8 psi Actual Shear Stress 3 935 8 14 400 0 psi
140. Sketch button will print the sketch in large scale on a single sheet of paper Results Diaphragm Design Sketch Printing 36 00 ft 87 84 ft 84 96 ft 38 88 ft 2 5 3 E Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal 1983 2003 ENERCALC Engineering Software 204 ENERCALC that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it I ap es rs lect printout sections to be printed Note When all are selected the software will still ornit unused sections Sample Printout 1983 2003 ENERCALC Engineering Software Wood Design Modules 205 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 10 24AM 26 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Rey 780000 KW 0600 i i Page 1 RTS ere aos po High Load Plywood Diaphgram c e x amples I ncn C ales Description Using Staples General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements North South Length 360 00 f Diaphrgm Weight 2200 psf
141. Structural Engineering Library Version 5 8 by Michael D Brooks S E P E A product of ENERCALLC INC ENERCALC 1983 2003 ENERCALC Engineering Software All rights reserved No parts of this work may be reproduced in any form or by any means graphic electronic or mechanical including photocopying recording taping or information storage and retrieval systems without the written permission of the publisher Products that are referred to in this document may be either trademarks and or registered trademarks of the respective owners The publisher and the author make no claim to these trademarks While every precaution has been taken in the preparation of this document the publisher and the author assume no responsibility for errors or omissions or for damages resulting from the use of information contained in this document or from the use of programs and source code that may accompany it In no event shall the publisher and the author be liable for any loss of profit or any other commercial damage caused or alleged to have been caused directly or indirectly by this document Publisher ENERCALC INC 0 Managing Editor Michael D Brooks S E P E ENERCALC Engineering Software Post Office Box 188 Corona del Mar CA 92625 949 645 0151 800 424 2252 Fax 949 645 3881 Technical Services 949 645 0441 YS rer wa Sales info enercalc com Tech Support support enercalc com Web www ener
142. T oom E B k ft Start X 0 000 1j ft End X 15 000 4 ft E 4 B 4 k ft Start X 0 000 4 ft End X 0 000 4 ft Hesse E il k ft Start X 0 000 4 ft End X 0 000 ii ft Tie i 3 k ft Start X 0 000 E ft End X 0 000 B ft AN o aj 4 4 k ft Start X 0 000 il ft End X 0 000 4 ft QNS ti 4 tj k ft Start X 0 000 B ft End X 0 000 E ft Iu E k ft Start X 0 000 4 ft End X 0 000 4 ft Moments Tab The user may apply up to 5 concentrated moments at any location on the beam The sign convention follows the right hand rule where a positive moment applies a torque to the beam in a counter clockwise direction 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 29 General Uniform Loads Point Loads Moments Dead Load Live Load Short Term Location k ft k ft aji aj sem aji pum aj aj aji pum aj aj NOE m ap aji aj j sje Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab 1983 2003 ENERCALC Engineering Software 30 ENERCALC Results Sketch Diagrams Printing Shear Maximum 31 47 k at 0 000 ft Mi
143. WCLIB WAWPA WCLIB WCLIB WCLIB WPA WCLIB WWPA WCLIB WCLIB WCLIB WAWPA WCLIB WPA WCLIB WAPA WCLIB WAPA as Fir Larch Select structural as Fir Larch Dense Select Sti as Fir Larch No 1 amp Better as Fir Larch Select structural as Fir Larch Dense No 1 as Fir Larch No 1 as Fir Larch No 2 as Fir Larch No 1 as Fir Larch No 2 as Fir Larch No 3 as Fir Larch Stud as Fir Larch Construction as Fir Larch Standard as Fir Larch Utility WCLIB WAWPA asFir Larch Dense select St A 700 WAVPA as Fir Larch Select structural P B00 WAVPA as Fir Larch Dense No 1 B 700 WWPA asFir Larch No 1 600 WWPA asFir Larch Dense No 2 400 WWPA asFir Larch No 2 300 WWPA T ED CD r n CO CD n CD 4 UD 0 f rS 0 02 20 no nonno bb bb oO e Fb amp Fv Allowable Basic allowable bending amp shear stresses These values will be increased by the Live Load and Short Term Load Duration factors when calculating allowable stresses for the three load combinations Live Load Stress Increase This is a factor that will be applied to the allowable bending and shear stresses for calculation of final allowable values when live load is used within the three different load combinations Short Term Stress Increase This is a factor that will be applied to the allowable bending and shear stresses for calculation of final allowable values when the horizontal shear load is used within th
144. Ware 1350 473 2278 2279ksi Beam Span 15 000 3 tt Allowable 2376 23 76 2378 2376 ksi Stress Ratio 0 821 0 199 0 959 0 959 Unbraced Lenath 0 000 3 ft Shear Flange Bend Warm Tors Torsional End Fixity Pin Pin See amp 73 183 1066 1066 ksi Bending End Fixity Pinpin Web Bend Warp 661 148 818 810 ksi Allawable 14 40 1440 1440 14 40 Stress Ratio 0 607 0134 0 740 0 740 Steel Section WI8X60 Moments Left ieu Center 4324 1266 55 40 55 40 k ft A PR CT tare Sere ere Sore CE 36 00 ksi Right ken Load Duration Factor 1 000 Radios s af 1470 2m iam T Elastic Modulus 29 000 0 ksi Right 330 337 1267 126 k Deflections 2 062 0018 0 080 0 009 in X Dist to Max 7 20 7 58 7 20 7204 Rotations 5 046 002 0 057 0 057 rad X Dist ta Max 580 740 690 5904 1983 2003 ENERCALC Engineering Software 262 ENERCALC Basic Usage Enter the span length of the member Please note that cantilevers are not allowed Torsional Fixity indicates whether the flanges are capable of Warping Warping is a condition where the two flanges can move so that they are no longer parallel Bending Fixity indicates if the ends are free to rotate about the beam s X X axis When Pin Pin is chosen for either end no end normal bending or warping torsional moments will occur If your beam is subjected to loads of a short term nature Load Duration Factor can be used to increase the allowabl
145. Weight Wi Enter the weight of each level of the structure in this area This weight will be multiplied by the overall seismic factor ZIC RW for the calculation if Fx Height Hi Enter the height of each level above the base This represents the vertical distances between each floor mass Wi Wi Hi This is an intermediate calculation for FX Ft Top Force The added top force is calculated only if the building period is greater than 0 7 seconds This added top force is equal to 0 07 times the calculated period times the total base shear and is applied to the uppermost level of the structure if applicable this is the top force Ft applied at the top level Fx After all the factors in the equation for Fx are ready the lateral force to each level of the structure Fx is calculated using formula 28 7 of the UBC This force is applied to each level for calculation of story 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 83 shears and overturning moments Lateral Force This is simply a restatement of Fx with Ft added if applicable Story Shear Using the calculated forces at each level story shear gives the total shear acting at each level and is the summation of the lateral forces at each level at and above the current level Story Moment Using the calculated Story Shears at each level story moment gives the total moment acting at each level and is the summation of the lateral forces times mo
146. Y axis loads moments 1983 2003 ENERCALC Engineering Software Steel Design Modules 281 and axial eccentricity will generate minor axis bending Sidesway indicates whether the column is free to deflect in the direction of the Y Y or X X axis Sidesway effects the internal calculation of Cm Effective length factors will be applied to the unbraced lengths to determine actual lengths for determining allowable axial stress but not for determining allowable bending stress This program provides plenty of load capability for loading any part of the column Axial dead live and short term loads can be applied with an eccentricity on each axis resulting in concentrated moments being applied to the top of the column along with the axial load Those moments will be combined with the applied loads about each axis to determine total combined stresses The tabular load entry area allows you to specify point loads moments and uniform loads to the column with each having dead live and short term components All Dist values position the load with respect to the Bottom of the column Section Properties can be entered by using the built in section property databases Please see the following two sections on using this capability Reviewing Forces and Stresses In the Summary section of the worksheet the results of AISC stress combination equations H1 1 H1 2 and H1 3 will be listed Also actual and allowable axial and bending stre
147. a del Mar CA 92660 p Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Rav 580000 er KW 0603186 Ver 5 8 0 10 Sep 20 ilf i i Page 1 01983 2005 ENERG Rie En atesnhg Built Up Section Properties c ec55 examples ecw Analysis C alcs i MEME Description Beam w various shapes attached General Information i Type X cg Y cg 1 Rectangular Height 0 7500 in Width 10 0000 in 0 0000 in 10 8700 in 2 Rectangular Height 3 0000 in Width 1 0000 in 0 0000 in 12 7450 in 3 Circular Radius 2 7840 in Thick 0 5210 in 0 0000 in 17 0290 in Steel Shapes i 1 Name W21x62 Angle 0 deg Depth 20 9900 in Ixx 1 330 0000 in4 Location of Centroid from Datum Width 8 2400 in lyy 57 5000 in4 Xcg 0 000 in Ycg 0 000 in Area 18 3000 in2 Xbar 4 120 in Ybar 10 495 in 2 Name C12x20 7 Angle 90 deg Depth 12 0000 in Ixx 128 1000 in4 Location of Centroid from Datum Width 2 9400 lyy 3 8800 in4 Xcg 0 000 in Ycg 10 079 in Area 6 0300 in2 Xbar 0 698 in Ybar 6 000 in 3 Name L8x8x1 1 8 Angle 0 deg Depth 12 0000 in Ixx 98 0000 in4 Location of Centroid from Datum Width 8 0000in lyy 98 0000 in4 Xcg 0 000 in Ycg 2 350 in Area 16 7000 2 Xbar 2 410 in n Ybar 2410 in Ixx 4 980 294 in4 I Xx e lyy 372 933 ind ry 24975 in X cg Dist 0 0000 in Edge Distances from CG Y cg Dist 3 9956 in X 6 0000 in S left 62 1555 in3 X 6 0000 in S right 62 1555 in3 Y 14 77
148. able The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software ENERCALC Graphic Diagram Data Table Print Diagram 82 7 28 ii 1220 Wee 1712 1058 2204 245 38 Bending Mo itnts Location fti 31 53 27 59 23 65 19 71 15 76 11 82 7 88 3 94 0 0 82 7 28 d74 42 20 ee 47 42 10 58 22 04 24 5 Location fti 0 00 0 01 0 01 0 02 0 02 0 03 0 03 0 04 0 04 0 05 Deflection Deflection in 336 82 7 28 9 74 12 20 P 42 49 58 22 04 24 5 Location fti 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 33 Graphic Diagram Data Table Location Moment Shear _ arDefleq 101 7451 31 5283 i 98 6767 31 0928 0 95 6509 30 6576 92 6678 30 2229 89 7272 29 7892 86 8290 29 3565 83 9732 28 9253 81 1596 28 4957 78 3880 28 0680 0 0009 75 6582 27 6424 0 0011 72 9700 27 2192 0 0014 70 3232 267986 0 0017 677174 26 3808 0 0020 65 1524 25 9660 0 0023 62 6280 25 5544 0 0026 60 1437 25 1462 0 0030 57 6992 247415 0 0034 55 2942 24 3406 0 0037 52 9283 23 9436 0 0042 50 6011 23 5507 0 0046 48 3122 23 1621 0 0050 46 0612 22 7778
149. able ee 2 537 1 psi Shear Stress MAINTIEN TT ale eee nr eres enone 15 894 lbs Moac rte oe eee eae ee ee ETE EE 138 2 psi EN AIO WADE e RE ence ele 237 5 psi Deflections Dead Load Total Load Left Cantilever 0 109 in 0 566 in Center Span 0 047 in 0 692 in Right Cantilever 0 217 in 0 907 in Maximum Reactions Left Right Maximum Reaction 29 879 Ibs 22 962 Ibs CIN ore 0 846 Rice eae eas 0 000 PORT enr 0 000 ft Moments This is the maximum moments between end supports and at the cantilevers if present For simple span beams on the Key tabs this moment is caused by dead and live loading For cantilevered beams when the Skip Load flag is set to YES the live load on the adjacent simple span beams and cantilevers is Skip Loaded to determine maximum moments e For beams with left cantilevers which are the Double Cant tabs and the Left Cant tab to the far right in the tab set the moment at the beam s left support is induced by applying full dead and live load to the left cantilever AND the simple span beam it is supporting e For beams with right cantilevers which are the Double Cant tabs and the Right Cant tab to the 1983 2003 ENERCALC Engineering Software 148 ENERCALC far left in the tab set the moment at the beam s right support is induced by applying full dead and live load to the right cantilever and to the simple span beam it is supporting F b Allow Using
150. ad Cantilever Deflections Maximum cantilever deflections regardless of Skip Load flag are calculated by applying dead and live load to the cantilever and adjacent simple span beam No live load is applied to the beam between supports BUT the opposite cantilever IS loaded with live load Maximum Reactions These are calculated as follows e For the left support t this value is calculated by applying full dead and live load to all portions of the beam between supports and the simple span beam to the left and NOT APPLYING LIVE LOAD to the right cantilever or the simple span beam immediately to its right e For the right support this value is calculated by applying full dead and live load to all portions of the beam between supports and simple span beam to the tight and NOT APPLYING LIVE LOAD to the left cantilever or the simple span beam immediately to its left e For the simple span beams all loads are applied to the beam Cv This item will display as Cv for glued laminated beams when the volume factor applies and as Cf for sawn or manufactured members when the size factor applies Rb Slenderness ratio for the beam Le Unbraced Length This unbraced length entry ONLY APPLIES TO THE SIMPLE BEAM AND CENTER SPAN OF CANTILEVERED BEAMS It is independent of the Are Cants Braced general entry This value helps the 1983 2003 ENERCALC Engineering Software Wood Design Modules 149 stress checking function to dete
151. ad factor that needs to be divided by 1 4 before entering it here If you are using the program to analyze a diaphragm subjected to WIND loads enter a 1 in this area so the boundary loads you enter will be applied directly and unfactored to the diaphragm Also DO NOT ENTER DIAPHRAGM SELF WEIGHT as it does not apply to wind load conditions Fastener Size Enter 10 to indicate 10d nails or 14 to indicate 14 gauge staples Uniform Loads Tab General Uniform Loads Point Loads Diaphragm Construction Note Seismic factor will be applied to these loads Boundary Loads Acting North amp South 1 REN 4 Aft from 0 00 to 180 00 ft 2 1 154 00 ft from 30 00 to 180 00 f 3 B gift from 0 00 to 0 00 ft 4 4 sy from 0 00 to 0 00 ft Boundary Loads Acting East amp West 1 1 154 00 4 Sft from 0 00 toj 360 00 f 2 1 154 00 4 Sif from 60 00 to 360 00 f 3 4 st from 0 00 to 0 00 ft 4 Hift from 0 00 to 0 00 ft Boundary Loads Acting North amp South The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act North South and are resisted by shear in the East amp West walls and create tension cord forces in the North amp South walls dll lal dll gati These loads can have starting and ending locations Assumin
152. agm shear values from the internally stored UBC tables e Applied Boundary Loads are used to transmit wind or seismic forces to the diaphragm For wind analysis the wind load on the tributary portion of the exposed structure is entered For seismic analysis enter the actual tributary weight before applying a seismic factor Review Nailing Requirements This table is used to iteratively design the diaphragm on a ZONE basis Each row represents the diaphragm construction for the nail spacings listed under Spacing Req d The values YOU enter for Framing Size Plywood Thickness Plywood Grade and Nail Size will be used to retrieve an allowable Shear Value from the internal UBC table The Zone Distance indicates how far from the wall that particular construction and nail spacing must be used If Zone Distance is 0 then that particular nail density diaphragm construction is NOT NEEDED The next lower nail spacing construction type should be used at the wall When no shears exceed the allowable for 6 6 12 spacing all Zone Distances will be 0 and the typical nail density construction type should be used e Refine Plywood Values and recalculate as required so that the nail density and shear values can adequately resist the shears e Print or Save the data for the worksheet Reset all values to zero to start a new problem or use the Access Menu to choose another program Unique Features e Allows quick design of rectangular p
153. al Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or 1983 2003 ENERCALC Engineering Software Steel Design Modules 325 HSS T These are square tubular sections You can choose to display only square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate above the database list of sections you will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to chose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed as a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this
154. allowed to determine unshored stresses This equation effectively limits the steel beams tension stress to 0 89 Fy You will notice that the stress check below compares the actual maximum unshored steel stress against 0 89Fy Mdi Ss MII Strans This equation calculates the maximum steel stress at the bottom of the member for unshored construction This stress must not exceed 0 89Fy MII Strans top This equation calculates the maximum concrete compressive stress for unshored construction Alternate Unshored Stress Check This check compares the load combination Mdl MII Ss the total moment divided by the steel section modulus If this stress is OK the applied loads will not overstress the steel section acting alone therefore composite action isn t really being taken advantage of except for deflection control Shored Concrete Stress Check MDL MLL STR TOP n This equation calculates the maximum concrete compressive stress for shored construction Results Shear Studs Tab This section gives details of the shear connector requirements and allows you to specify the actual number of shear connectors used when examining an existing beam 1983 2003 ENERCALC Engineering Software 312 ENERCALC Results Shear Studs Deftection Reactions Moments Shears Misc D B per 1 2 beam span Actual Studs Stud Capacity 13 30 k Total req d 1 2 Span 60 studs Vh 100 788 40 k Vh min 788 40
155. am 1983 2003 ENERCALC Engineering Software Steel Design Modules 257 Results Sketch Diagrams Printing Graphic Diagram Data Table Print Diagram C LL Center LL ST Center C LL ST Lit amp Cntr C LL amp Lf amp Cntr C LL ST Entire Span LL ST Rt amp Cntr C LL Rt amp Cntr C LL amp Cants Only Location ft 40 1102 16 64 2227 27 88 33 51 38 43 Location fti Beam Shear Soo0 00000 99229 OO D eo 0 38 i eflection A 4654 2227 27 89 Location ft Deflection in nd c 41 02 33 51 39 13 4476 50 38 56 0 Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software 258 ENERCALC lv M v Iv M M M M M Sample Printout 1983 2003 ENERCALC Engineering Software Steel Design Modules 259 ENERCALC Engineering Software P O Box 188 Corona del Mar CA 92660 Voice 949 645 0151 www ene
156. am High 12 00 in TJ Parallam TJ Timber Strand VersaLam TJ MicroLam LP Gang Lam LVL Custom Type Name width Depth Area is 11 250 5 250 8 750 10 500 12 250 15 750 8 250 13 750 16 500 19 250 24 750 30 250 10 875 18 125 21 750 25 375 32 530 41 250 re ara Sx Sy Ix Area Sx Area Sxx in3 111 148 142 300 193359 51 563 nna pan anan Low 2 00 B i C Sor Order S Area S in3 Area 103 384 nna pan Delete Depth amp Width Enter the beam width amp depth you wish to use or select the beam from the database see above Column Type This selection controls how the Size of Volume factor is calculated If Sawn is selection Cf is calculated If GluLam is selected then Cv is calculated If Manufactured or So Pine selected then NO factor Cf or Cv is calculated Wood Species Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases 1983 2003 ENERCALC Engineering Software 158 ENERCALC Wood Stress Database Species Size Classes to Show 5 l 2 gt 4 Thick 2 amp Wider 5 x 5 amp Larger Glued Laminated All Sp
157. and VersaLam TJ MicroLam LP Gang Lam LVL Custom Type Name width Depth area x Sx t Sy ixiarea Sx Area C lt Sor Order S bx Area Sxx Area 2 ind ind Delete 111 148 i 142 800 39 420 193 359 51 563 103 984 nananana annain 06 nan Cancel Depth amp Width Enter the beam width amp depth you wish to use or select the beam from the database see above Beam Type This selection controls how the Size of Volume factor is calculated If Sawn is selection Cf is calculated If GluLam is selected then Cv is calculated If Manufactured or So Pine selected then NO factor Cf or Cv is calculated Wood Species Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases 1983 2003 ENERCALC Engineering Software 124 ENERCALC Wood Stress Database Species Size Classes to Show 2 gt 4 Thick 2 amp Wider 5 x 5 amp Larger Glued Laminated Fan Species l 7 Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI Sort Orde Species Grade Class Fb Ft Fv Fe Pep Fe PillE cor T Species Grade Class Fb F
158. and analysis of up to seven simple beams on one calculation page We ve designed it primarily for rapid design of joists rafters and headers and other wood members with simple loadings As you view the worksheet you will notice seven side by side columns each of which represents a single beam In each of those columns you can enter beam size data allowable stresses span lengths and loads and view calculated output consists of stresses reactions shears and deflections and span deflection ratios The program automatically applies live loads to the center span cantilever span and the entire span when calculating maxinum moments shears reactions and deflections This eliminates the need for you to change loadings to find all the maximum conditions R ENERCALC GVECSS EXAMPLES ECW Timber Beam amp Joist Design Tools amp Settings General Spon t Span 2 Span 3 Span Span 5 Span 6 Span 7 Timber Beam amp Joist Design Description re crracemecs zs Wood Section Ti Microlam 1 75 Wai sca Ue ees 1 780 4 in Depth UE EUN Ua 5208 Type C Sawm C GluLam Manuf or So Pine Stress linc ae PU Rasta issues cases 1 450 0 41 psi Ez Bib dre drole EON RR RR RR ER 95 0 nsi Elastic Mode lee ree rn rani 1 700 0 ksi Load Duration Factor 1 000 Center Span Cantilever Repetitive Member F Center Span 8 500 Le Eff unbraced Length 0 000 ft
159. and side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 39 General wat Data Description Example Problem 8 Wall System One Wall Angled Loading Yr AXIS hdi er ere vo 187 000 B k Fe ANS Olga cr rer series IS eS 187 000 4 k Eonsd AppliGatigh mee e EEE C Forces Act Together Forces Act Separately Analysis Data Min X Axis Shear Eccentricity 5 00 3 96 Min Y Axis Shear Eccentricity 5 00 4 X Axis Center of Mass 118 50 ft Y Axis Center of Mass 71 50 4 ft Max X Dimension 200 00 B ft Mae Dimension eres ene 180 00 4 ft Loading XX Shear YY Shear Calculate the total lateral force to be applied at the center of mass of the diaphragm We have provided individual entries for each direction to allow for different lateral forces in each direction For multi story buildings in seismic and or high wind areas the building code specifies a non linear distribution of base shear force for multiple levels which should be considered You can use the Multi Story Seismic Force Distribution and Multi Story Wind Force Distribution programs to help you with this analysis Load Application Forces Act Separatel
160. apply full length uniform loads to the center span and cantilevers Positive values act with the force of gravity and deflect a beam downward resulting in compression on the top fiber General Uniform Point trapezoidal Moments Query Center Uniform Loads 1 pamm kt 2 k ft faa 4 kin 4 4 n LEFT Cant Uniform Loads RIGHT Cant Uniform Loads 1 o400 4kf 1 osoo 4 kit 2 al kt 2 set 3 we 3 a kat 4 we 4 al kat Point Tab This tab provides entries so you can enter up to 14 point loads The Location is the distance from the left support to the location of the point load If the Location value is negative then it is on the left cantilever If the value exceeds the center span length then it is on the right cantilever Cases where negative Locations are entered with no left cantilever or a Fixed left support are ignored Similar behavior happens for Location values that are longer than the Center Span distance Positive values act with the force of gravity and deflect a beam downward resulting in compression on the top fiber 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 13 General Uniform Point Trapezoidal Moments Query Magnitude Location k ft alios gem 0004 2 4nes 2004 a 250004 20 000 44 Mc 120004 26 000 disce soo 44000 5 ooo 4 52004
161. are 332 ENERCALC ENERCALC Engineering Software P O Box 188 Ds gnr MDB Date 3 35PM 26 OCT 63 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 www enercalc com Rev 50000 Use Kf D ODOO1 Ver 580 10 Sep 2003 Scope Steel Column Base Plate d 1053 2003 ENERCALC Engineering Sefovare Description General Information W14x74 Column with Moment Title ENERCALC Example Problems All programs in the Structural Engneering Library cECODESAMPLES EC i Steel Cakes Code Ref AISC 9th Ed ASD 1997 UBC 2003 IBC 2003 NFFPA S000 Loads Steel Section W12x10 Saction Length 30 328 in lee SH Saction Width 20 333 in X X Axis Moment 0 00 kf Flange Thickness 1 308 in Web Thickne 7 Plate Dimensions das bras iC Plate Length 45 720 in Allowable Stresses Plate Width 30 480 in Concrete f c 20 585 4 psi Plate Thickness 0 750 In Base Plate Fy 248 22 ksi Load Duration Factor 1 000 Support Pier Size Anchor Bolt Data Pur eng AME m Dist from Plate Edge 5 080 in Pier Width 53 340 in Bolt Count per Side 5 Tension Capacity 24 465 k Bolt Area 1 122 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 4118 psi Allow per ACB18 95 A3 1 Full Bearing No Bolt Tension 03 f c Sqt A2 A1 LDF 74940 psi Allow per AISC J9 87430 psi Plate Bending Stress Thickness OK Actual fo 156 970 6 psi Max Allow Plate Fb 196 165 8 psi Tension Bolt Force Bolt
162. arge scale on a single sheet of paper The buttons at the bottom of the tab control the display of additional information 1983 2003 ENERCALC Engineering Software Structural Analysis Modules C R 87 11 53 15 Sample Printout C M 118 50 71 50 45 1983 2003 ENERCALC Engineering Software 46 2 4 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 4 37 000001 PO Box 188 Dsgnr MDB Date 3 28PM 22 OCT 03 Description collec mole proble Corona del Mar CA 92660 pt Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Rev 280000 E 3 User KW 0003188 Ver 5 Se igi i i i Page 1 LORS OO ENER Moon a v Lanen Rigid Diaphragm Torsional Analysis olechS examples caw Analysis C alos Description Example Problem 8 Wall System One Wall Angled General Information Y Y Axis Shear 187 00 k Min X Axis Ecc 5 00 X Axis Center of Mass 118 50 ft X X Axis Shear 187 00K Min Y Axis ECC 5 00 96 Y Axis Center of Mass 71 50ft Shears are applied on each axis separately Max X Dimensian 200 00ft Max Y Dimension 180 00ft Wall Data Label Thickness Length Heignt Wall Xcg Wal Ycg Wall Angle Wall End ft ft f ft deg CCW Fixity 1 0 222 25 000 17 500 167 500 179 660 00 Fix Fix 31 2 0 222 35 000 17 500 199 660 162 500 90 0 Fi Fix 31 3 0 222 20 000 13 00
163. aximum and minimum values Reactions These are simply the left and right beam reactions due to the load combinations used Deflections Center span deflection is the maximum magnitude positive or negative between the supports Rotations Using the applied loads and their torsional eccentricities the maximum rotation and its location from the left support is given Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 274 ENERCALC Results Sketch Diagrams Printing 3 00 k aso TEEN amu ut Mmax 55 39 k ft Dmax 0 0797 in Rmax 18 074 k Rmax 12 574 k Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software 275 Steel Design Modules Results Sketch Diagrams Printing Print Diagram Graphic Diagram pata Table Location ft Location fti ction Defle Location ftl 1983 2003 ENERCALC Engineering Software
164. ay shear stresses in the footing at a distance footing thickness rebar cover from the end of the wall Allowable shear equals 2 0 f cz Overturning 1983 2003 ENERCALC Engineering Software 176 ENERCALC Overturning Moment Total overturning moment acting on the footing wall system taken about the bottom outer edge of the footing lateral weight of the footing is ignored Resisting Moment Total overturning moment acting on the footing wall system taken about the bottom outer edge of the footing lateral weight of the footing is ignored Factor of Safety Total Resisting Moment Total Overturning moment It is recommended that this value be greater than or equal to 1 5 Results Simpson Hold Down Results sketch Printing Summary Simpson Hold Downs amp Sill Bolting Choices for LEFT Side of Wall to Footing Uplift Force Left end of Wall 1 304 34 lbs HD2A4 Capacity 2775lbs HD2 Capacity 2815lbs PHD2 Capacity 3610lbs HD5A Capacity 4010lbs Choices for RIGHT Side of Wall to Footing Uplift Force Right end of Wall 1 105 54 Ibs HD2A Capacity 2775lbs HD2 Capacity 2815lbs PHD2 Capacity 3610lbs HD5A Capacity 4010lbs Sill Bolt Size amp Spacing 1 2 Anchor Bolts capacity 845 Ibs 21 74 in 5 8 Anchor Bolts capacity 1 320 lbs 33 89 in 3 4 Anchor Bolts capacity 1860 lbs 47 92 in Sketch Tab This tab provides a sketch of the beam with loads an
165. be entered concentrated load applied at some point above the ground or a partial length uniform lateral load The program will combine both loading s and use the resultant moment and shear force at the ground surface Results Tab 1983 2003 ENERCALC Engineering Software 58 ENERCALC Results Results Moments Surface Potta d eecre See 56 000 00 ft Distributed load 19 600 00ft Total MOETIBEIEb S 2 15 500 00 ft 3hotabisatetal eee 9 800 001bs Without Surface Restraint Required Depth 13 875ft Press 1 3 Embed Actudl SEES 1 328 B8 psf Allowable 1 330 00 psf Code Ref 1997 UBC section 290792 2003 IBC 1805 7 2 2003 NFPA 5000 36 4 3 With Surface Restraint PEL Mehta anteaters 9 000 ft Pressure Base SELLE SEEN One teem aren ER 1 995 Billie renee eee m Surface Restraint Force Moments Surface This moment results from applying both point and concentrated loads to the pole above soil at their respective distances above the soil surface Total Moment Total Lateral Load This force is simply the sum of point and distributed lateral loads applied to the pole 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 59 Without Surface Restraint Required Depth Based on the 1988 UBC 1806 7 formulas shown on the next page the minimum required embedment depth is calculated to satisfy allowable so
166. bs General Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 231 General 1 e2 3 Jea es ee 7 ee Description 3 Span System 2 Load Patterns Operating Mode C All Spans Considered as Individual Beams Spans Considered Continuous Over Supports Ey Yield Stress 36 00 ksi Operating Mode This item plays a critical role in governing the calculation procedure for the entire program e Spans Considered Continuous Over Support When two beams share the same support and the support fixity for both beams at that support is Pinned then the two beams are tied together to form one continuous beam over that support e All Spans Considered as Individual Beams When two beams share the same support they are always considered as two separate beams and the stresses and rotations in one never affect the other Within each beam span information tab there is a setting for end fixity Here is how those end fixities are described according to the selection for this item When All Spans Considered as Individual Beams is chosen e Free will indicate that the end is completely free of the support and adjacent beam Pinned will affect the beam according to the end fixity of the adjacent beam If the adjacent beam end is Fixed or Free then the beam will be pinned and not affected by the adjacent beam If the adjacent beam is pinned the two beams are locked together forming
167. button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EEI AISC Handbook Edition AISC Sth 7 Area i ing xx i ind Depth onh lyy ein Flange Width on Flange Thickness 9 in xcg in Web Thickness zai in Yeg 3j in x cance Poa The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method to use for determining the sections allowable stress how to consider unstiffenned elements and many other code checking items Change Will display the same window as above but allow you to change section properties 1983 2003 ENERCALC Engineering Software 326 ENERCALC Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD amp LRFD Design Modes Allowable Stress Design and Load amp Resistance Factor Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book More detailed LRFD documentation will be added and will be available in the electronically deliv
168. c D c c E 100 3rd Zone 2x 12 2 Gradec o c c EJ 102 2nd Zone 3x 12 Grade c D c c 100 At East Wall 3x 1 2 z Grade c b c c Le 102 Framing Size Enter a 2 to indicate 2x nominal framing or 3 for 3x nominal framing This framing size will be used to determine the allowable shear capacities per UBC Table 23 I J 1 Plywood Thickness Select the plywood thickness to be used This thickness should entered in decimal form and consistent with the allowed thicknesses presented in UBC Table 23 I J 1 Plywood Grade This defines the plywood grade to be used and is consistent with the definitions in the UBC Table 23 I J 1 Nail Size Enter the size of nail to be used with the plywood specified The nail size should be entered as 6 for 6d 8 for 8d or 10 for 10d 1983 2003 ENERCALC Engineering Software 188 ENERCALC Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab displays the overall maximum shear and chord force values at the walls Results Diaphragm Design Sketch Diaphragm Shears North South Total Shear 104 832 95 085 Ibs Shear per Foot 582 40 528 25 ft West East
169. calc com Vesion 5 8 User s Reference December 2003 Newport Beach CA Contents l Table of Contents Foreword 1 Part Welcome 5 Part Il Structural Analysis Modules 8 1 Single Span Beam Analysis eese eene enne nennen nnnn nennen nnne tenni nune nnns nennen 9 2 Beam on Elastic Foundation ns Ihe ree kiero Ra ERES ne tei e ne Ec niae errans 22 3 Rigid Diaphragm Torsional Analysis ss 35 4 Section Properties erede Eco cetero te deat e oret aieo ede ud Tenn aee SD recuerde 46 LB GUN eure 53 6 Pile Group Load Distribution seen 61 7 Multi Story Wind Load Analysis eene nennen nnne nnne nnne nennen nnn nennt 68 8 Multi Story Seismic Load Analysis eesseeeeeeeeeeee nenne nennen nnne nn nene nnn nennt 77 9 Multi Story Column Load Analysis ss eene nnne nnnm rin nnn rien 85 Part Ill Wood Design Modules 92 1 Multi Span Timber Beam tenerte reete tete then et en etes EORR rence eee teen 93 2 Timber Beam amp Joist Design nsnnnnnnensnnenennnensnnnnenes 107 3 General Timber Beamer ce cete ticeiter eren Theo Cr reet bee entente tte uec ee c fret 117 A Series of Cantilevered Beans rere Leer eo eere rete rin lee ater a e haie be ieu lnc es 134 5 Timber Co lunin iiie ento he eren ERR ERR EE SEP Ro ie Exe Rae PR EL etant Rem en en eng RAE mn ee on RR ERES e A aia Aai 153 6 Plywood Shear Wall mesrine cerina cete tertio renea
170. cale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Wood Design Modules 163 Results Sketch Notes Printing 7 50 in T 3500 00 Ibs an lbs lbs D Ibs 5 00 in 10 50 ft 8 00 ft not to scale ft lbs 1 Notes Tab This tab contains some general notes about the usage of the results of this program 1983 2003 ENERCALC Engineering Software 164 ENERCALC Results Sketch Notes Printing General Notes Calculations are designed to 1997 NDS and 1997 UBC Section databases have been updated as of 2 Apr 1999 Allowable stress databases have been updated to 1997 NDS amp 1997 UBC values on 2 Apr 188 To determine Cf values for sawn sections the program looks for the identifying words in the Stress Select No 1 Standard and similar typical words are used to determine Cf category Unbraced length is multiplied by the following following values to calculate Le When beam Lu depth lt 7 Le 2 06 L When 7 lt Lu depth lt 14 3 Le 1 62 Lu 3d When Lu depth gt 14 3 Le 1 84 Lu Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area
171. cantilever data is entered past a support that has been specified as fixed that cantilever data is ignored 1983 2003 ENERCALC Engineering Software 248 ENERCALC Steel Section This is where you specify the rolled steel section to be used in the design There are two ways to enter amp specify the section e Use the Section button to retrieve the section from the built in steel database See the description given previously for more information e Type in the section name and the program will automatically look through the database for a match Upper or lower case is fine If found the name and numeric section properties will be retrieved into this calculation The numeric properties will be seen on the Section Properties tab Fy Yield stress of the steel used for the member being analyzed All allowable stresses are calculated in accordance with AISC Specifications Load Duration Factor Load duration factor is applied to the calculated allowable stresses and displayed as Allowable Stress in the Summary section Include LL with ST Typically when short term loads are from seismic events the live load is not used This YES NO entry specifies whether your live loads will be used with short term loads Minor Axis This YES NO flag specifies whether the beam is bent about the X X axis or the Y Y axis When set to YES 1 the beam is bent about the Y Y axis Elastic Modulus Although rarely does this need to be
172. cause maximum wall loads these are the eccentricities used to calculate X X and Y Y axis torsions Torsional Moments from Y Y Shear Using the specified Y Y applied shear force and applying it at an eccentricity equal to Center of Mass Minimum Eccentricity Distance to Center of Rigidity the applied torsional moments on the diaphragm are calculated These torsional moments are then used to determine the force along the length axis of the wall needed to resist it using the calculated stiffness s of all walls in the system Wall Forces Tab This is a summary of information table that shows wall number eccentricity of wall s resisting center to diaphragm s center of rigidity and the direction and torsional shear components calculated for the wall These components are then analyzed in all of their combinations to see which combination gives the maximum force parallel to the length of the wall Results Wall Forces sketcn Label Eccentricit Direct Shears Torsional Shears Max Shear qum cc EE Thi k Ense Thkk AlongLk 31 1 2 3 4 5 6 8 Eccentricity This is the distance from the walls geometric center entered as input as Wall C G Location to the calculated Center of Rigidity of the system of walls you have entered Direct Shears amp Torsional Shears Max Shear Along Length Considering the center of rigidity for the entire system of walls the maximum force to each wall is calculated by e Using
173. ce This is simply the resultant of the direct and torsional shear components for each bolt added vectorially to determine the maximum load per bolt Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Steel Design Modules Sample Printout 4 00 16 00 O 4 00 13 00 9 0 00 13 00 9 10 00 e 0 00 10 00 6240k y 9 7 00 LT 00 4 00 339 1983 2003 ENERCALC Engineering Software 340 ENERCALC ENERCALC Engineering Software P O Box 188 Corona del Mar CA 92660 Voice 949 645 0151 W OBOCODI ver 58 0 269 2009 ENERCALC En Description Vertical Load eccentricity Horizontal Load eccentricity 1 2 3 4 5 6 7 8 9 10 10 Sep 2003 eng Some 46 80 k 14 500 n 6240 k 20 500 n Title ENERCALC Example Problems Job 97 000001 Dsgnr MDS Date 10 08PM 26 OCT 03 Description Collection of example problems Scope All programs in the Structural Engineering Library Bolt Group Analysis 10 Bolt Group w Vert amp Lat Loads General Information Code Ref AISC Xh ASD 1997 UBC 2003 IBC 2003 NFPA 5000 Bolt Group Centroid Load Eccentricity from C B G Y Distance 10 000in Y Distance 10 500 in X Distance 7 000 in X Distance 7 500 In Moment Mx
174. ced compression edge Le for use in calculating allowable bending stresses based on beam slenderness For cantilevers you should always consider whether knee braces or other equivalent means of lateral support are provided to stabilize the compression edge End Fixity This Fixity Code is used to specify the end conditions of your beam e Pinned Pinned allows cantilevers at either end and only rotation of the beam ends are allowed e Fixed Pinned amp Pinned Fixed allow one end to rotate and have a cantilever while the other end is rigidly attached to a boundary element allowing no rotation If loads are specified with locations past the fixed support they are ignored 1983 2003 ENERCALC Engineering Software Wood Design Modules 123 e Fixed Fixed attaches both beam ends to rigid boundary elements All information for cantilevers and load locations outside the center span are ignored Wood Section button and entry Use this button to display the database of wood sections The database provides selections for sawn glued laminated and manufactured lumber Please refer to the previous chapter describing using database in the Structural Engineering Library Pressing Wood Section will display the following selection window Wood Section Database Select Types to Display Low 2 00 sj in v Specify Depth Range Sawn Glued Laminated PowerBeam High 12 00 zi in TJ Parallam TJ Timber Str
175. ch will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on 1983 2003 ENERCALC Engineering Software Wood Design Modules 199 tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor Boundary Loads Acting East amp West The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act East West and are resisted by shear in the North amp South walls and create tension cord forces in the East amp West chord locations These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Northerly side of the diaphragm and measured Southward When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor Diaphragm Construction Tab This tab has all the entries used to define the construction of the diaphragm Just as a beam has the
176. changed enter the elastic modulus of the steel material Uniform Loads Tab Up to seven full or partial length uniform loads with dead live and short term components may be applied anywhere on the span The Start and End values refers to the distance from the left support to where the beginning of the distributed load is applied To specify loads on the left cantilever use negative distances 1983 2003 ENERCALC Engineering Software Steel Design Modules 249 General Uniform Trapezoidal Concentrated Moments Section Auto Calc of Beam Weight Uniform Loads 1 Dead DETH Live 0 340 4 Short 4 Start 0 000 4 End 55 500 5 Dead Live S Short 4 Start 0 000 4 End 0 000 4 Auto Calc Beam Weight M 3 4 zn in Ajka 0 000 4 ft 0 000 i ft 0 000 0 000 0 000 0 000 kf 4 kf he a kit 1 dl LF 0 000 0 000 ft aha ii 0 000 0 000 ft If the user desires the simple span moment from the chosen steel section is added to the actual moment for design and analysis by entering a 1 here Trapezoidal Loads Tab Two full or partial length trapezoidal loads with dead live and short term components may be applied anywhere on the span The end magnitudes can be positive negative or of opposite signs The X Left and X Right values refers to the distance from the left support to where the beginni
177. countered in rows 2 gt 10 will signal that the previous line was the last pile in the group e Assumptions amp Limitations e The pile cap is assumed rigid and the distribution is performed by calculating the properties of the pile group e The program doesn t calculate punching shear or other such detailed items for a pile cap Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 63 E G of Pile Group LoadLocation Pile 1 X 5 75 Y 4 00 Force 33 37 k Pile 2 x 3 00 Y 8 00 Force 40 66 k Pile 3 x 7 00 Y 12 00 Force 45 08 k Pile 4 x 3 00 Y 16 00 Force 52 46 k Pile 5 X 37 00 Y 3 00 Force 20 71 k Pile 6 X 32 00 Y 8 50 Force 30 68 k Pile 7 X 37 00 Y 16 00 Force 39 90 k Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software
178. ction of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com 0600001 Ver 5 6D 10 Sep 2008 Pile Group Analysis PM 1 03 ENERCALC Engineering Software c ec5S examples ecw Analysis Calcs Description Seven pile system w X amp Y load eccentricitry General Information Total Applied Load 262 90 k X Distance to Load 16 000 ft Y Distance to Load 10 500 ft Input amp Results X Location Y Location Load Piles Forces from Rotation k ft Y Y Axis X X Axis Pile Reaction 1 7 000 4 000 37 56 4 16 8 36 33 35 2 3 000 8 000 37 56 5 67 243 40 79 3 7 000 12 000 37 56 4 16 3 49 45 21 4 3 000 16 000 37 56 5 67 9 42 52 65 5 37 000 3 000 37 56 7 18 9 84 20 53 6 32 000 8 500 37 56 5 29 1 69 30 57 d 37 000 16 000 37 56 7 18 9 42 39 79 Total 26290k Xcg from Datum 18 00 ft Y Y Axis Inertia 1 610 00 ft4 Moments Ycg from Datum 9 64 ft X X Axis Inertia 166 36 ft4 X X Axis 225 34 k f X Load Dist from CG 2 000 ft X Y Axis Inertia 56 00 ft4 a ae Y Load Dist from CG 0 857 ft XY 2 Inertia 3 136 00 ft8 2 7 Multi Story Wind Load Analysis This program calculates the wind pressures on a structure where the wind force will vary with height Analysis is performed per 1994 UBC Section 16 Division II Section 1613 gt 1618 which uses Ce Cq qs and I to calculate wind pressures at different heights on a structure The user can enter floor to floor heigh
179. d Indicates the beam end has horizontal restraint but is not allowed to rotate or move horizontally Pinned Indicates the beam end is free to rotate but cannot translate vertically or horizontally Fixed Indicates the beam end is fully restrained against vertical and horizontal translation and cannot rotate Elastic Modulus Elastic modulus of the beam s material Steel is 29 000 ksi concrete is 57 000 sqrt f c 1983 2003 ENERCALC Engineering Software 26 ENERCALC Subgrade Modulus The compressive modulus commonly called the K Value of the supporting material A Soil Engineer based upon field testing of the soil typically supplies this value The units for this number are pounds per square inch per inch of deflection or just an ordinary spring constant I Gross Calculated using Width Depth3 12 for rectangular sections Beta Length Beta is a measure of the difference in flexural stiffness between the beam and foundation beta Beam Width Subgrade Modulus 4 0 E I 25 See the major section Assumptions amp Limitations for more information Load Combinations These entries define load factors to be applied to the loads entered on the next three tabs You can use these to build ACI type factored load combinations for the analysis run There is one load factor for Dead Live and Short Term loads The Overall factor is applied to the summation of the three The Current Load Combination
180. d Clearances d Min center center spacing of bolts in a row 3 000 in Min spacing between adjacent rows of bolts 1 875 in End distance with force ACTING toward END 5 250 in End distance with force NOT ACTING toward END 3 000 in Edge Distance with force ACTING toward END 1 125 in Edge Distance with force NOT ACTING toward END 3 000 in Maximum Row Spacing 5 000 in 1983 2003 ENERCALC Engineering Software 224 ENERCALC 4 Steel Design Modules The programs in this section provide analysis and design for structural elements made of steel Code References Program modules for STEEL design are designed to be in conformance with the AISC 9th Edition Allowable Stress Design and AISC Third Edition LRFD Design Limited load combinations supported are Allowable Stress Design ASCE 7 Section 2 4 1 IBC 2003 Section 1605 3 1 2003 NFPA 5000 Section 35 15 1 which ties back to ASCE 2 4 1 and 1997 UBC Section 1612 3 2 Load amp Resistance Factor Design ASCE 7 Section 2 3 2 IBC 2003 Section 1605 2 1 2003 NFPA 5000 Section 35 15 1 which ties back to ASCE 2 3 2 and 1997 UBC Section 1612 2 1 Multi Span Steel Beam Multi Span Steel Beam allows design of up to eight spans on one calculation sheet All spans can be simply supported with optional cantilevers or can be continuous over supports with optional cantilevers and end fixities Dead and live point moment and uniform trapezoidal loads can be applied Alternate span
181. d Detection 0 772in L 940 9 2 081 in Li 3488 Composite Deflection 1 238in L 566 3 2 427 in L 2991 Reactions i Load Combinations _ Len _ Right Dead Constucton 59 04 V 59 03 k Composite 4115k 41 14k MaxDL LL 94 744 94 734 Analysis Values Maximum Moments Effective Flange Width Dead Load Alone 81384 kt Fb Allow 23 76 psi Based on Beam Span 15125t Dead Cons 896 20 k f n Strength B04 Based on Beam Spacing 180001 Live Load Only 23 94 kf n Detection 7 96 Dead Live 143779 kh E fective Width 15125t Support Shears Sheor Let 9474 k Shear Right 9473 k a Section Properties Sechon Name Wwx1t149 Depth 38 200 in box Steel Secton 9 780 00 in Math 11 810 in transform ed 26 324 27 in Flange Thick 0 830 in Strans top 2 710 71 in3 Web Thick 0 630 in Strans bot 752 36 ind Aes 43 800 in2 Stans eff p bot 752 38 in3 Weight 148 775 am n Strans Ef 4 top 21 806 2 in3 I steel 2 760 00 ind X X Axis from Bot 3499 in S steel top 512 04 ins yh 100 783 40 k S steel bottom 512 04 in3 4 6 Base Plate This program performs column base plate design for W S or HP sections The designer can e For a selected base plate size axial load and column the required base plate thickness is determined e Determine base plate dimensions and thickness for a given column and axial load 1983 2003 ENERCALC Engineering Software 322 ENERCALC per AISC This program follows the design procedur
182. d and live loads to any portion of the entire beam center span or cantilevers Distance All distances are referenced from the left support Moment Loads Dead amp Live Moment This entry allows you to apply up to eight moments dead and live loads to any portion of the entire beam center span or cantilevers Distance All distances are referenced from the left support 1983 2003 ENERCALC Engineering Software 128 ENERCALC Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Summary Results Tab Max Stress Ratio Considering all placement options for live loads and examining the maximum moment at all locations of the beam this is the maximum stress ratio calculated by dividing that moment by the beam s Sxx section modulus times the allowable bending stress Maximum Moment amp Stress This is the maximum moment used in the Max Stress Ratio calculation and the resulting stress in the beam Also given is the allowable moment and stress Maximum Shear 1 5 Considering all placement options for live loads and examining the maximum shear at all locations of the beam this is the maximum value multiplied by the code required 1 5 to arrive at a design s
183. d resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Wood Design Modules 177 Results Sketch Printing 21300 8 6 dd hy THT TE TT 213 00 a 450 00 4 TT TTTTTIT TT 15000 n 1300 00 Ibs 546 00 Ibs 1300 00 Ibs 1 x 0 00 Hit 900 00 tt ft 12 00fft 15 004 3 00 ft 15 00 ft 3 00 ft 21 00 ft Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software 178 ENERCALC Iv M M M M M Sample Printout Page 1 1983 2003 ENERCALC Engineering Software Wood Design Modules 179 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 00000 P O Box 188 Degnr MDB Date 311PM 250CT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope Ab programs in the Structural Engineering Library www enercalc com er BOO Description Vertical Pt amp Unit Loads amp Lateral Shear amp Drag Loads Plywood Layers 1
184. d torsional loads The forces act parallel to the span of the beam and are fb stresses to be compared with the allowable bending stress F b To determine the maximum value presented here a stress diagram is internally constructed at 250 points along the beam and is then evaluated for maximum values Bending Warping Bending stress is calculated by dividing the actual moment by section modulus Warping torsional stress is calculated by Es Wno j is calculated using the typical torsional equations found in the AISC reference and varies along the span with torsional moment The allowable bending stress is evaluated considering beam slenderness Shear This item gives shearing stresses in the flange and web due to the combined action of bending and torsional stresses Flange The flange shearing stresses have three components bending warping and Torsional Bending flange shear stresses are calculated using V Qf Ixx Tf Warping shear stress is calculates using Es Sw j Tf Torsional flange shear stress is calculated 1983 2003 ENERCALC Engineering Software Steel Design Modules 273 using G Tf j Web The web shearing stresses have two components bending and torsion Bending web shear stresses are calculated using V Qw Ixx Tw Torsional web shear stress is calculated using G Tw j The allowable shear stress 0 4 Fy Moments M and M are determined by checking 250 points along the span for m
185. data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow maos AIN 7300 10 25 82 00 in 32 00 in der 4 4 486 00 it BE ee eee 24 00 in 24 00 in 24 00 in Typ Spac Typ Spac Typ Spac Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 209 General Ledger Load Description With Uniform Load against concrete Ledger Width 3 500 E in Ledger Depth 5 500 in Bolt Diameter 1 in Bolt Spacing 24 000 4 in Attached to Concrete v C 1981 amp Earlier UBC 1994 amp Later UBC amp NDS Bldg Code Used Stress Douglas Fir Larch Utility Fb Allow 275 0 4 psi Fy Allow 95 0 psi Load Duration Factors Live Load 1 250 Short Term 1 330 Lumber Species for Bolt Values Per NDS Table 8A A Ledger Width amp Depth Exact sizes of ledger Bolt Diameter amp Spacing Enter the bolt diameter and spacing you wish to use You
186. de plate stress increase factors and the reduction effect on bolt groups when forces are parallel to a rows of bolts The program performs two functions When the number of bolts is unknown for a given load and member size the program can determine the number of bolts required in each 1983 2003 ENERCALC Engineering Software 216 ENERCALC OR ENERC ALC c ECSS EXAMPLES ECW Bolt Groups in Timber Members Bolt Groups in Timber Members Era Help lt p Print a X Cancel v Save General Results sketen row considering the bolts in a row capacity reduction effects When the bolt group configuration is known an analysis of the bolt group combines all input and determines the allowable bolt group load Special features allow the user to use either wood or steel side plates on one or both sides and have all the associated effects considered The program also provides a listing of the minimum required edge distances end distances bolt spacing and row spacing which are applicable to your input You can then cross check your values to ensure everything is within limits Description sing metal plates both sides Bolt Group OK FL PT PE EE RC CT OO 12 000 00 tbs CONS ss rssussesesenssses 27 742 00 lbs ais s 12 000 00 les Code Allowable Bolt Capacity 28600 lbs Load Direction Parallel To Rows C Perpendicular To Rows Check Adequacy for Applied Load BOR DRAIN oec es 34 y AM 123
187. de select Center This item will be used to determine the effective flange width for the composite section Partial Composite Action Designer may choose whether or not to use a reduced shear force if transformed section modulus supplied is greater than that required If user does not use partial action shear force calculated from AISC equations 1 11 3 amp 1 11 4 is used to determine connector requirements Steel Section 1983 2003 ENERCALC Engineering Software Steel Design Modules 303 This is where you specify the rolled steel section to be used in the design There are two ways to enter amp specify the section e Use the Section button to retrieve the section from the built in steel database See the description given previously for more information e Type in the section name and the program will automatically look through the database for a match Upper or lower case is fine If found the name and numeric section properties will be retrieved into this calculation The numeric properties will be seen on the Section Properties tab Slab Thickness This is the TOTAL THICKNESS of the structural material over the top of the beam If you are using metal decking with concrete fill this thickness is the deck height plus concrete topping Stud Diameter The diameter of the shear studs is measured at the base not the maximum head diameter This dimension is used to calculate stud capacities using internal tables and
188. deflection value the location from the LEFT support negative for left cantilever and Span Length Deflection Ration Note negative deflections are downward Note For cantilevers the deflection ratio is calculated as 2 0 Cant Length Deflection at end Because code deflection ratio limits are suggested for simple span beams with two supports a cantilever represents just 1 2 of the equivalent span Camber This is 1 5 times the dead load deflections Summary Query Tab Locations Enter the location measures from the left support for where you would like the detailed value calculated Use LL at xxxxxx for Query This selection instructs the program how to apply the live load for this query value Calculated Values Gives the calculated moment shear and deflection for the location specified Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 130 ENERCALC Summary Sketch Diagrams Printing Notes 5854 90 lbs 7041 90 bs 648 00 e HE 648 00 tr 648 00 we F fFF 648 00 tton 648 00 ttf ET F 648 00 ttn 25 00 ft mail 500 00 ft eee a 50 ft Mmax 153 25 k ft Dmax 1 6932 in Mmax left 73 16 k ft Mmax right 68 75 k ft Rmax 27 853 k Rmax 31 808 k Vmax left 16 491 k Vinax rt 17 887 k Defl l
189. different end magnitudes and can start and end at any location along the beam gt gt gt Note Entering ONLY the Left value and leaving the Right load and BOTH Start and End location blank will make the load a uniform full length loads Load Left amp Right These entries define the magnitudes of the ends of the loads The load magnitude is then linearly interpolated between the starting and ending points These values may be positive or negative to indicate downward or upward force direction Left amp Right Locations The starting and ending extents of the loads are entered here These values are entered as the distance from the LEFT support For loads on the left cantilever enter a negative value For loads on the right cantilever the location must be greater than the Center Span length Point amp Moment Loads Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 127 General Uniform amp Trapezoidal Point amp Moment Loads Point Loads a 2 33 4 Dead ajf 42450 4 EI 4 lbs Live 2 824 0 T 2 796 0 a li T lbs Dis amp 500 4f 54 500 4 0 000 4 0 000 4 ft 5 5 7 Dead 5 l Ibs lve 4 t j lbs Dist 0 000 44 0 000 0 000 ft Moment Loads j j Dead 4 4 4 in Live i B in Dist 0 000 4 0 000 4 0 000 ft Point Loads Dead amp Live Loads This entry allows you to apply up to eight concentrated dea
190. ds Net after applying seismic factors Uniform Shear amp Top of Wall 100 00 3 Hift 15 000 ft 1 500 00 Ibs Uniform Shear Top of Wall 100 00 E Hift 15 000 t 1 500 00 Ibs Strut Force Applied Top of Wall 2 000 00 4 lbs Strut Force Applied Top of Wall 1 500 00 B lbs Moment Applied Top of Wall 12 00 ft Total Applied Lateral Loads 6 500 000 Ibs Overburden Load over Footing This is a uniform load resting over the wall footing It is applied over the entire footing even where there might be a wall area present Vertical Loading The user can also apply vertical loads to the wall to account for vertical floor roof beam or column loads These loads are included in overturning and soil pressure calculations Point Load amp X left The user can enter up to three concentrated loads applied to the wall Enter the distance from the left side of the wall to where the loads is applied Uniform amp X left X Right The user can also enter up to two partial or full length uniform loads to the wall X Left indicates the distance from the left side of the wall to the beginning of the load X Right indicates the distance from the left end of wall to the end of the load Lateral Shear Applied To Wall 1983 2003 ENERCALC Engineering Software 172 ENERCALC This input item represents the uniform shear force applied to the top of the wall Uniform indicates
191. dure determines allowable bending and shear stresses for all members considering compact section criteria and lateral buckling due to slenderness effects 1983 2003 ENERCALC Engineering Software Steel Design Modules 243 C EXERC ALC c ECSS EXAMPLES ECW Single Span Steel Beam Single Span Steel Beam Erde ner i Design lt p Print a X cancel Vv Save General Uniform Trapezoidal Concentrated Moments Section Resuits skaten Diagrams Printing Description Fixed Cantilevered Beam Summary Load Combinations Load Combination Results These columns ore Dead Uve Load placed as noted Canter Snan sso ee EX e 48 500 Placed for DL LL LAST LL LL ST Left Cantilever 0 0004 Max Vale Orly Cure d Corer Gas Ocat QUSE IU Cntr M 13658 24507 11824 kt Right Cantilever DU er 7 500 4 Cnt M 2949 505 27116 505 06 Lu Unbraced Length 16 000 34 amp Overall Max M Left 29049 50506 27116 End Fhdty Right 4541 45 41 84 07 C PinPin C FicFix C Pin Fix Fi Pin C Fix Free V Left 5487 31 97 5497 3078 k V Rt 3340 22 68 3340 24 08 Steel Section W2TK114 Cntr Def 2670 0377 40 870 0377 033 Ah f Lef Def 2000 0000 0 000 21000 0 000 11000 in PY vsssssusss ae 3500 ksi Right Def 0407 O210 04x azo os O210n Load Duration Factor 1 000 Query Lac comm 4 Include LL wi ST DOS B 0000 0000 0000 000 0000 5 Used only in combinations with Short
192. e Steel Design Modules 313 This is either the maximum value of either Vh Minimum or Vh 100 adjusted for partial composite action see above or if a non zero number has been entered for Actual Number of Shear Studs that value is multiplied by allowable connector capacity and used Total Studs Required The shear force is divided by the individual connector capacity to determine the number of connectors required between the point of maximum shear and zero shear If partial action has been chosen the adjusted shear force is used otherwise the result of AISC formula 1 11 3 amp 1 11 4 is used Shear Connector Table This table lists the shear connectors required between the distance ranges shown Results Deflection Tab Deflections for both shored and unshored conditions are listed The deflections are calculated for various combinations of loads at 250 points along the span and the maximums listed Results Shear Studs Deflection Reactions Moments Shears Misc Transformed 25 383 43 ind Effective 26 383 43 ind Note LEF for deflections uses concrete weight for modular ratio n Deflections Shored Unshored Before 75 Curing 0 701 in 1 890 in Construction Loads Only 0 071 in 0 191 in After 75 Curing 0 537 in 0 537 in Total Uncured Deflection 0 772 in 2 081 in Length Defl Ratio 940 9 348 8 Composite Deflection 1 238 in 2 427 in Length Defl Ratio 586 3 299 1 I Transformed This is t
193. e 23 0000 ksi Basic Usage e Enter Beam and Slab Data e Enter the beam span to be used for calculation of moments and deflections and the spacing between beams to be used for calculation of effective slab width e Enter the total slab thickness distance from top flange to final surface When metal deck is used enter the data to describe the deck ribs This will be used to calculate transformed section properties e Location should be set to 1 when the concrete slab only extends past one edge of the beam To achieve the greatest economy of design Partial can be set to YES to enable calculation of the minimum number of connectors allowable to achieve the minimum interlock to satisfy stress requirements e Enter Design Data This sections allows you to enter the allowable material strengths for beam slab and shear connectors Stud height will only be used when metal deck stud capacity reductions are required e Applied Loads e Uniform loads apply to the entire span Trapezoidal loads MUST BE POSITIVE but can be of any starting and ending magnitude and any start or end location Point loads may applied anywhere on the span e Loads Applied Before 75 Curing are dead loads that will be applied to the beam for the duration of its life If the beam is shored the dead load will be applied to the composite section not the beam alone since all loads will be supported by the 1983 2003 ENERCALC Engineering Software 298 EN
194. e sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in depth class 14 a channel C9x15 is in depth class 9 and a L 5x3x1 4 is in depth class TEY Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequally dimensioned sides Equal Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together 1983 2003 ENERCALC Engineering Software Steel Design Modules 229 Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or HSS T These are square tubular sections You can choose to display only square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate above the database list of sections you will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to c
195. e Load be Skip Loaded Use this checkbox specifies whether the program s analysis should place the live load in different locations to determine maximum values If unchecked dead and live load will always be placed on each span Are Cantilevers Braced This checkbox specifies whether the program should consider all cantilevers to have an unbraced length equal to zero This allows full stresses to be used for design and analysis If CHECKED either the cantilever s span thickness ratio is very low or cantilever braces are being used If NOT CHECKED an unbraced length equal to 2 Cant Length is used to determine allowable stresses based on lateral buckling of the compression face 1983 2003 ENERCALC Engineering Software 142 ENERCALC Using the Beam Data Entry Tabs Right Key Double Left At the top you will see the following tabs Right Cant Key 1 Double 1 Key 2 Each span condition is represented by the tab All information for that beam is specified in that column For example if we want to analyze a beam with a cantilever off the right end and that cantilever supports the left end of a simple span beam we would use the two left most columns labeled Right Cant Key 1 Use any column on the calcsheet to model your system of cantilevered beams On each tab you will see an entry called Column Spacing Think of the program as setting up column bays that support the system of beams
196. e Structural Engineering Library Pressing Wood Section will display the following selection window Wood Section Database Select Types to Display Low 2 00 pl in v Specify Depth Range Sawn Glued Laminated PowerBeam High 12 00 Al In TJ Parallam TJ Timber Strand VersaLam TJ MicroLam LP Gang Lam LVL Custom Type Name width Depth Area is Sx i Sy Ix Area Sx Area C lt Sort Order Sxx I S Area in3 ind in3 lxx Area S 11 250 5 250 8 750 10 500 12 250 15 750 8 250 13 750 16 500 19 250 24 750 30 250 10 875 18 125 21 750 25 375 32 530 41 250 re ara Delete 111 148 142 900 193 359 nana pan 103 984 nana nan 51 563 anan Beam Width Beam width is defined by the user and will be used to determine section properties for stresses and deflections This value can be modified at any time during the analysis process The width is also used as the basis for the Selection procedure to determine required beam depth The width must be ACTUAL not nominal width Beam Depth Enter the actual depth of the beam which in turn will be used to determine depth factor Cf actual bending stress shear stress and deflections This value can be modified at any time to refine your 1983 2003 ENERCALC Engineering Software 100 ENERCALC designs You can also leave this entry zero and press F7 to display the
197. e database files and included in the built up section W and C sections from the 6th 7th 8th and 9th edition handbooks are available They can be rotated 90 deg 180 deg or 270270 deg desired Calculated section property values are area moments of inertia center of gravity location extreme fiber distances section moduli and radius of gyration 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 47 UB ENERCALC c ECSS EXAMPLES ECW Built Up Section Property Built Up Section Property General Description I Beam w various shapes attached Calculated Properties TEA ECCE EAD 58 7808 in2 1 lez 3 4 25 5 7 120 laio X ca Distance from Datum 0 0000 in Y cg Distance from Datum 3 9956 in Type Rect Pe Wan Edge Distances from CG Height 0 7500 ain idt 10 0000 aj in Cian ade dean 8 0020 in Xcg 00000 in Yeg 10 8700 in X 6 0000 in EN een ren 14 7726 in Y 15 8174 in Section i section 2 Section 3 Section 4 Section es ort MM SY Ie 4 900 2237 ind Satlion Was I 372 9328 in4 Rotation Angle Counter Clockwi lu FR TEE 3 1288 in Cration gie ounter Ulockwise 0 89 ry en 7 24975 in Section Centroid Location from Datum d erinnern MR t r HP DEDERIS Tre BNR CUR gn 2 1 in Xs woo in Yeo 0 0000 4 in 5 de 337 1300 in3 Section Proparties Sbottom 314 8622 in3 Dept Widt Area Results Skaten h f 20 9900 in Ixx 1 330
198. e detailed in the AISC specification as an absolute minimum plate thickness and provides an extended plate analysis when moments are applied to the plate Both axial loads and moments about the X X axis of the column can be applied The analysis procedure checks for different resultant force locations and uses an appropriate analysis technique considering anchor bolt location plate thickness column flange and web dimensions and concrete strengths R ENERCALC GVECSS EXAMPLES ECW Base Plate Design Base Plate Design General Resuits sketen Description 14x74 Column with Moment z x Summary Full Bearing No Bolt Tension Concrete Bearing Stress Bearing Stress OK Loads Actual Bearing Stress T 411 8 psi Modal Dd or cae 573 821 L k Allow per ACI318 95 A3 1 0 3 fc Sqt A2 A1 LOF 7 494 0 psi XX Axis Moment kA Allow per AISC JB 4 87430 psi Plate Dimensions E Es X ate Bending Stress ness Plate Length 45 720 9 in eared ty ET eee eee 156 970 6psi Piate Width 30 480 4 in Max Allow Plate Fb 186 165 8 psi Plate Thickness 8759 in Tension Force per Bolt Bott Tension OK Support Pier Size ARTS TON ans catenin een 0 000 k Pier Length NO 53 340 4 in Allowable j 24 465 k Pier Width 53 340 3j m Steel Section W12x40 Usage Mode Jancnor Boits Steel Shape Data Ataw Stresses Baseplate OK Usage Mode Determine Size amp T
199. e plate edge to the centerline of the anchor bolt Bolt Count Per Side Number of bolts on each side of the column Tension Capacity Tension capacity of one anchor bolt Bolt Area Area of each anchor bolt Steel Shape Data Tab This tab shows the dimensions of the selected steel section Usage Mode Anchor Bolts Steel Shape Data allow Stresses Section tengt eT SECTION Widths a aa Flange Thickness Mebslhickngss a aara E a 20 339 in 1 309 in o749 in Allowable Stresses Tab Usage Mode Anchor Bolts Steel Shape Data Allow Stresses ERE psi 248 2 4 ksi f c 329 1983 2003 ENERCALC Engineering Software 330 ENERCALC Allowable concrete compressive stress for support of the baseplate Fy Allowable yield stress for steel baseplate Load Duration Factor Allowable stress increase factor to be applied to steel and concrete stresses for determining allowable stresses Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab Results Sketch Summary Full Bearing No Bolt Tension Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 411 8 psi
200. e result of applying the values calculated in the following section to AISC interaction formula H1 1 e Formula H1 2 The result of applying the values calculated in the following section to AISC interaction formula H1 2 e Formula H1 3 This is the result of applying the values calculated in the following section to AISC interaction formula H1 13 and is only used for column selection if fa Fy 0 15 When 1983 2003 ENERCALC Engineering Software 290 ENERCALC fa Fa exceeds 0 15 this value will be displayed as N A Column Design OK Combined Stress Ratios Dead Load LiveLoad Dead Live DL Short AISC Formula H1 1 AJSC Formula H1 2 AISC Formula H1 3 0 5793 0 3499 0 9083 0 4356 Axial amp Bending Stresses Dead Live DL LL DL Short Fa Allowable 16 226 16 226 16 226 21 580 ksi fa Actual 1 394 0 916 2 310 1 394 ksi Fb Allow F 1 6 21 600 21 600 21 600 28 728 ksi Fo Allow F1 7 amp F 1 8 21 600 21 600 21 600 28 728 ksi fb xx Actual 3 058 1 350 4 201 3 058 ksi Fh yy Allow F 1 5 27 000 27 000 27 000 35 910 ksi Fh yy Allow F1 7 amp F1 8 27 000 27 000 27 000 35 910 ksi fb yy Actual 9 599 6 234 15 717 9 599 ksi Stress Check Comments XX Axis Fa calc d per Eq E2 1 K Lir lt Cc XX Axis Beam Major Axis 102 000 Ch Fyy 5 lt LIT lt 510 000 Cb Fy XX Axis Beam Major Axis Fb per Eq F1 Fb 12 000 Cb Af d YY Axis Fa calc d per Eq E2 1
201. e second two load combinations Ledger Load Tab NOTE This program assumes the segment of ledger that you are designing behaves as a continuous beam with negative moments over the bolts transferring to adjacent ledger sections The point loads you enter will be used as is so if your point load spacing is different from the ledger bolt spacing enter the bolt offset such that the greatest moment will be generated using the continuous span assumption 1983 2003 ENERCALC Engineering Software Wood Design Modules General Ledger Load Uniform Load Dead Load Live Load Point Load Dead Load Live Load Spacing Offset Horizontal Shear Uniform Load 2 sm 223 00 Sf hs 3 tbs vo 2 f vo g in 156 00 4 Sft Enter the uniform dead and live load applied to the ledger Point Load amp Spacing 211 Enter the concentrated dead and live load that will be applied to the ledger at a typical spacing This entry is intended for you to enter repeating loads from framing members Point Load Offset This is the distance of the first point load from a ledger anchor bolt The point loads will be automatically repeated in calculations from this point onward using the Point Load Spacing value Horizontal Shear This is the shear applied to the ledger along its longitudinal axis Be sure to adjust combined drag load and unit shears to a proper value Results amp Graphic
202. e set equal to the tube s wall thickness rT is not used For Pipe Flange Thickness and Wall Thickness both equal the pipe s wall thickness Flange Width and Depth will both be set to the pipe s outside diameter rT is not used For Channels rT equals the distance from the flat face to the center of gravity of the section For Tees rT equals the distance from the top of the flange to the center of gravity of the section For Double Angles rT equals the spacing between the backs of the angles For Single Angles rT is not used Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Summary Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 253 Results Sketch Diagrams Printing Summary Load Combinations Beam OK Maximum Values _Actual_ _Allowable_ Moment 505 06 k ft 535 74 k ft Bending Stress 20 22 ksi 21 45 ksi fb Fb 0 943 1 Static Load Case Governs Stress Shear 54 859 k 223 996 k Shear Stress 3 53 ksi 14 40 ksi fv Fv 0 245 1 Maximum Center Def 0 670 in Maximum Left Cant Def 0 000 in Maximum Right Cant Defl 0 407 in Max Def 0 670in Length dl 994 91 Length dl Hl 441 8 1 Maximum Shear
203. e stresses You can also specify to include the weight of the beam as a uniform dead load automatically from the member you ve chosen When the beam s compression flange is unbraced for lateral buckling enter the distance you wish to use for allowable stress calculations Applied Loads We ve provided the capability to enter up to 14 loads on the member all of which create torsional or normal bending stresses All loads also have dead live and short term components Uniform and point loads can be applied at eccentricities causing torsion Bending moments create purely normal axis bending and twisting moments apply a concentrated torque to the beam i e opposing point loads at equal lateral eccentricity Section Properties can be entered by using the built in section property databases Please see the following two sections on using this capability Unique Features Combine applied bending loads with torsional loads for a complete stress analysis of the entire beam Specify different end fixities for bending and torsional analysis procedures Handles up to 14 different loads which can be dead live or short term Assumptions amp Limitations Only wide flange and channel type sections are allowed tubes pipes tees and angles are not supported Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc ther
204. e will be a button that looks like this Steel Section This button displays the steel section database as shown below 1983 2003 ENERCALC Engineering Software Steel Design Modules 263 Steel Section Database Section Type to Display Steel Database W HP JR E TS HSST L WT A SCSth C AISCBth C AISC th C AISCBth C Korean M B MC P HSS P LL MT WF BP JRC ST i Square Rectangular E v Section Count 71 Name aes Depth width Sx i Sy ly TS2x2x3 15 TS2x2x1 4 TS2x2x5 26 TS2 542 5x3 16 TS2 542 5x1 4 TS2 542 545 15 TS3x3 3 16 TS3x3x1 44 T53 3x5 16 Cw me Te l ad Select TS3 5x3 5x1 44 T 3 5x3 5x5 16 TS4x4x3 15 TS4s4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 544 5x3 16 TS4 5x4 5x1 44 TS5 5x3 15 TS5x5x1 4 TS5x5x5 16 TCE L 2J0 ri A Modify aM CORN M ONIN tO tM r0 et i M oon 0 eo c m cn co m an CO de CO PO CO TO I9 2 2 2 x Cancel 4 a E Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse
205. eam Design Multi Span Steel Beam Design Fore 9 ner YE Design So Print al X Cancel v Save Genera 1 2 es les es leo er lee Results sketch Diagrams Printing Span Description Il Beam is OK Span 8 000 4 Moments Unbraced Length 000 000 Max Moment Mid Span OOkft 2 6 00f Max ae Ia EDU tans cea oes ooks Loft Fixit 2 Y Free Max Right End 424 4 heft Right Fhxily Pinned E Bending Stress sese wam Actu 5496 2p Allowable Se 23 760 0 psi Loads section Properties Shear Stress Loads Apply Live Load This Span F oo nis t n Dead Load Live Load ji Uniform 1 750 3 1 450 3 KA Max Deflection 0082in 0 008 Partial 3l pi wh stanj 0 004 00 aif Span Deflection Ratio 2 300 4 Trapezoidal End sogi gg Shear amp Support 0 00k 31 60 k Le 0 850 sj 0 650 WR Start 0 00 1 ft Reactions eno a sw End 8 004 f Dead Ok 5369 k Location ENOLA den rime HIE 1403 k Point Ld 1 4 4 k 0 0024 f APIS PRA SENS 00k 67 72 k Point Ld 2 rq rq k oogt Query Values JL OUOEETTPYTTTYTT 0 000 BL Point Ld 3 a B k 0 0031 Moment O 00k ft Point Ld 4 4j 4 k 0 00 2 Moment 84 g k ft oo Basic Usage e Review Scope of Design Analysis Task It is essential that you fully understand the use of this program since its flexibility is the key to your rapid design of dozens of steel members Remember that each workshe
206. ecies Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI Sot der c C Species Grade Class Fb Ft Fy Fe PeplFe PulE Class Fb Ft Fy Fc Perp Fe Pril_ Elastic Grading Agency Bending Tension Shear Comp Comp Modulus Select Douglas Fir 1 600 000 Douglas Fir 1 700 000 Douglas Fir 1 700 000 Douglas Fir 1 900 000 Douglas Fir 1 900 000 Douglas Fir 1 800 000 Douglas Fir 1 800 000 Insert Douglas Fir 24p Va 2 400 1650 1800 000 E Rated Southern Ping 1 700 000 E Rated Southern Ping 1 700 000 E Rated Southern Ping 1 800 000 Hem Fir 1 400 000 Hem Fir 1 600 000 Hem Fir 1 700 000 Hem Fir 1 600 000 Hem Fir 1 700 000 Hem Fir 1 800 000 Hem Fir Softwood 1 800 000 Southern Pine 1 400 000 Southern Pine 1 600 000 PRE 2 9 ol Hm i 4 e o anal Fc Parallel Allowable compressive stress parallel to the grain when length effects do not apply Fb Bending Allowable bending stress in the column when bracing effects do not apply Le 0 E Elastic Modulus Elastic modulus of wood column used Load Duration Factor Short term stress increase factor to be applied to allowable stresses Loads Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 159 General Loads Dead Load Live Load Short Term Load Axial Load N 2 500 0 4 3 500 0 4 lbs Eccentricity 7 50 4 in Applied Moment E
207. ed Pinned Fixed Pinned or Pinned Fixed e Single span single cantilever with opposite support fixed or pinned or double cantilever A maximum of 26 loads may be applied to the beam e Seven point loads e Seven applied moments e Seven full or partial length distributed loads e Two full or partial length trapezoidal loads Each of these loads may have dead live and short term load magnitudes In addition the beam s self weight can be added to the applied dead loads and you can optionally include live loads with short term loads seismic design usually omits live loads A variety of factors can be specified which effect the AISC code stress analysis of the beam Unbraced compression flange lengths minor axis bending primary or secondary member status and load duration factors can all be modified for the beam you are analyzing or designing To help you specify AISC sections to be analyzed an internal database system gives you access to over 4 000 sections from the 6th 7th 8th and 9th edition AISC handbooks You can either type in a section and have its properties automatically recalled or display a window to scroll through the database of sections Sections available include W H S M C MC B JR TS P WT ST MT L and LL A comprehensive analysis procedure provides reactions shears moments and deflection for various load placement combinations to determine maximum and minimum values A very thorough AISC code check proce
208. ed steel deck is used stud capacity reduction factors are automatically calculated e Normal or lightweight concrete may be used for both design and deflection calculations e Shear connector requirements are given at six locations along the span based on shear variations e Construction Only loads can be used to represent formwork that will be removed after curing to allow full composite action e Both shored and unshored construction techniques are analyzed by the program You can load the simple span beam with up to 17 distributed loads and 15 point loads Distributed loads can be full or partial length and all loads are separated between e Loads applied during and after construction Dead Loads e Loads applied after 75 concrete curing Live Loads e Loads applied ONLY before 75 curing Construction Only Both shored and unshored conditions are examined for stresses and deflections The program determines deflections for both shored and unshored conditions Also the user may specify different concrete properties for use in determining section properties for deflection calculations in addition to transformed section properties for strength analysis The program can use any section from the internal AISC databases Also provided is automatic member selection using criteria the user has specified 1983 2003 ENERCALC Engineering Software Steel Design Modules 297 UB ENERCALC c ECSS EXAMPLES ECW Composite
209. ee the footnotes of Table 25 K for further information on which combinations are applicable End Post Dimension This information will be used to determine the Simpson or equivalent connector to be called out for resisting uplift Seismic Factor For Wall Wt Enter the seismic factor to be applied to the wall s weight for calculating that lateral force Nominal Sill Thickness This program stores bolt values from UBC Table 23 I K 1 and uses UBC code section 2311 2 paragraph 2 which states Allowable shear values used to connect a wood member to concrete or masonry are permitted to be determined as one half the tabulated double shear values for a wood member twice the thickness of the member attached to the concrete or masonry Loads Tab This program allows the user to apply lateral loads to the top of the wall and have these lateral loads transformed to a per foot shear on the wall for design calculations Both uniform and concentrated lateral loads are allowed giving you the ability to model diaphragm and drag strut loadings 1983 2003 ENERCALC Engineering Software Wood Design Modules 171 General Loads Footing Overburden Load Over Footing 14 psf Vertical Loads Point Load 1 1 300 0 j lbs at 0 00 ft Point Load 2 1 300 0 jbs atj 15 00 f Point Load 3 546 0 lbs at 7 00 4 ft Uniforrn 1 150 0 4 sf oo 4 to 7 00 4 ft Uniforrn 2 213 0 4 ft 8 00 4 to 15 00 4 ft Lateral Loa
210. eer OK Reactions amp Deflections Shear Let k 000 36 12 6405 0 00 5893 7155 Shear Right k 3160 5538 7345 39 60 7207 6535 Reactions ua Let k 000 53 69 7342 9 00 5862 71 24 LL Let k 000 14 03 2600 000 3291 66 38 Total Len k 000 67 72 9842 0 00 9853 143 62 OL Right k 53 69 73 42 37 49 58 7724 36 74 LL Right k 1403 26 00 3597 3991 66 38 2922 Total Right k 6772 99 42 7345 98 53 14362 6525 Max Detection in 0 082 0062 0 500 0 301 0 621 4347 QX t 000 29 40 16 33 0 00 1587 1797 SpanDetection Ratio 2 330 4 57725 8392 6375 676 5 1209 7 Location t 0 00 0 00 0 00 0 00 0 00 000 0 00 0 00 Sheer k 000 3612 64 05 0 00 0 00 5893 71 55 0 00 Moment Lt 0 00 13440 3500 70 000 000 198 40 47576 0 00 Max Defection in 0 06 00 000 0 00 0 30 000 000 000 1983 2003 ENERCALC Engineering Software 242 ENERCALC 4 2 Single Span Steel Beam This program provides analysis and design for single span steel beams Each beam may have a variety of end fixities applied loads factors governing allowable stresses and cantilevers For rapid design of many simple span beams and multi span continuous beams the Multi Span Steel Beam program may prove to be more useful This program is primarily for beams that have more detailed loadings or are bent about the minor axis Fixed and pinned supports can be used at either end and pinned ends may have a cantilever allowing analysis of the following types of beams e Fixed Fixed Pinn
211. eering Software Structural Analysis Modules 49 General Description Beam w various shapes attached 1 e2 e3 4 es te ez e o 10 Type Rect Height 0 7500 4 in Width 10 0000 in cg 0 0000 in Y cg 10 8700 in Section 1 Section 2 Section 3 Section 4 Section 5 Section W21x62 Rotation Angle Counter Clockwise 0 deg Section Centroid Location from Datum Xcg 0 0000 44 in Yeg 00000 44 in Section Properties Depth 20 9900 in Ixx 1 330 0000 ind Width f 8 2400 in lyy 57 5000 in4 Area 18 3000 in2 Xbar 41200 in Ybar 104950 in General Shapes This area contains small tabs 1 thru 10 which each are used to define a rectangular or circular item The screen image above shows data entry for a rectangular section By changing the drop down box to Circular you would see the entry prompts below 1 2 3 sa e5 o Jer e 9 10 Type Radius 2 7840 4 in Thick 0 5210 4 in Xcg 0 0000 4 in Y cg 17 0290 4 in Each shape input provides for the size of the item and the X amp Y distance from a datum point where the CENTER OF GRAVITY of the section is located 1983 2003 ENERCALC Engineering Software 50 ENERCALC Also note that for Circular section types you can enter the inside diameter thus allowing solid circles and hollow pipes Rectangles Enter the dimensions of square or
212. eft end 0 8083 in Defl right end 0 6425 in Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software Wood Design Modules 131 Summary Sketch Diagrams Printing Notes Graphic Diagram pata Table Print Diagram 119 28 102 24 85 20 68 16 51 12 Le 34 08 40 ax 25 05 31 37 35 14 02 55 35 56 67 63 0 Location ft Bending Moments 15 79 12 63 9 48 6 32 3 16 0 0 3 43 6 87 10 30 13 74 17 17 L amp 6 07 1240 4872 2505 3137 3770 4402 50 35 5667 630 Beam Shear Location fti Shear k Deflection in 6 07 12 40 18 72 25 05 31 37 37 70 44 02 50 35 56 67 63 0 Location ft Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then
213. eismic Factor 1983 2003 ENERCALC Engineering Software ENERCALC Working stress level seismic factor will be applied to the diaphragm self weight and boundary loads to determine the total lateral force acting on the diaphragm Remember enter all lateral loads without any factors applied Various codes specify this value in either Working Stress or Factored Loads For instance the recent UBC and IBC codes use a higher factored load factor that needs to be divided by 1 4 before entering it here If you are using the program to analyze a diaphragm subjected to WIND loads enter a 1 in this area so the boundary loads you enter will be applied directly and unfactored to the diaphragm Also DO NOT ENTER DIAPHRAGM SELF WEIGHT as it does not apply to wind load conditions Blocked Unblocked This entry specifies the proper UBC table to use when retrieving the allowable diaphragm shears Uniform Loads Tab General Uniform Loads Point Loads Diaphragm Construction Note Seismic factor will be applied to these loads Boundary Loads Acting North amp South 1 Emi from oo to 180 00 ft 2 115400 4 from 3000 4 to 180 00 ft 3 4d9t from 0 00 4 to 0 00 4 ft 4 4e from ooy to 0 00 ft Boundary Loads Acting East amp West 1 115400 4 from ooy to 260 00 ft 2 115400 4 2 from ooy to 200 00 4 ft 3 4j9t from 0 00 3 to 0 00 4 ft amp 4 aat om 0 00 3 to 0
214. ent beam Pinned will affect the beam according to the end fixity of the adjacent beam If the adjacent beam end is Fixed or Free then the beam will be pinned and not affected by the adjacent beam If the adjacent beam is pinned the two beams are locked together forming one beam continuous over the support Fixed will attach the beam end to a rigid boundary element allowing no rotation or vertical movement and not linked to the adjacent beam When Spans Considered Continuous Over Support is chosen e Free will indicate that the end is completely free of the support allowing translation and rotation e Pinned will allow the beam end to rotate but not translate e Fixed will attach the beam end to a rigid boundary element allowing no rotation or vertical movement 1983 2003 ENERCALC Engineering Software Wood Design Modules 97 Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases Wood Stress Database Species Size Classes to Show TEPTEHDIEXCDERS 2 gt 4 Thick 2 amp Wider 5 x 5 amp Larger Glued Laminated Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI
215. enter of resistance of the wall from your datum point The center of resistance is the dimensional plan view center of the wall Wall Angle CCW 1983 2003 ENERCALC Engineering Software 42 ENERCALC This is the rotation of the wall s length axis It is measured in degrees rotated counter clockwise from the X axis which is assumed to be horizontal to the model For example a 12 thick x 5 0 long wall in plan view that is rotated 90 degrees is oriented up amp down and is parallel with the Y axis Elastic Modulus This is the elastic modulus of the wall You can modify this value to play with a wall s stiffness that will result in a linear effect on the walls stiffness Wall End Fixity Select Fixed Fixed when the wall s top and bottom end rotations are completely restrained by boundary elements such as by walls above large footing etc When one end of the wall is free to rotate select Fixed Pinned This entry will modify the calculation of each wall s rigidity 1 deflection Modeling hints You can use this program to model all types of shear resisting elements Note that Thickness and Elastic modulus have a direct linear effect on the wall stiffness The length and height values have a non linear effect see stiffness equations to follow Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed wi
216. ered versions of this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlip e Internet HTML help documentation presented as web pages at www enercalc com sel_help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 327 General Description W14x74 Column with Moment Loads Axial Load ies Er NN 573 821 4 k XX Axis Moment ii k ft Plate Dimensions Platesltenittiee es ane ere 45 720 4 in Rate VIN Re rene 30 480 4 in Piata thickness ete er en 0 750 in Support Pier Size IeR ENMA sure re 53 340 4 in Fier eee ete PCT 53 340 4 in Steel Section W12x40 Usage Mode anchor Balts Steel Shape Data Al
217. ering Software Title ENERCALC Example Problems Job 97 000001 PO Box 188 zi sinis Date 9 05PM 23 OCT 03 Corona del Mar CA 92660 p Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineenng Library www enercalc com User KWV 0600001 Ver 5 8 0 10 Sep 2003 Multi St Col Load Page 1 ser V O er 5 6 0 20 x c 1983 2003 ENERCALC En Ie Softwara ulti ory olumn Loads c lac5S exampks ecw Analysis Calcs Description 5 Story Building Load Information for Each Level i Floor Dead Load Non Reducible Reducible Tnbutary Floor Area Basic r Level psf Live Load psf Live Load t2 Reduction Factor 6 15 000 0 000 50 000 1 200 00 0 080 5 25 000 20 000 75 000 1 200 00 0 080 4 25 000 20 000 66 000 2 100 00 0 080 3 25 000 20 000 66 000 1 200 00 0 080 2 25 000 20 000 66 000 1 200 00 0 080 1 25 000 20 000 75 000 1 200 00 0 080 Calculated Loads amp Summary j Floor Total Dead Load Reduction Reduced Total Reduced Total Non Reduced Total Load Sum L Factor Live Load Live Load Live Load Dead Live Floor Level bevel k psf k k k k 6 18 000 0 700 34 985 41 982 0 000 60 0 60 0 5 30 000 0 692 51 900 62 280 24 000 1163 176 3 4 52 500 0 682 44 979 94 456 42 000 189 0 3652 3 30 000 0 682 44 979 53 975 24 000 108 0 473 2 2 30 000 0 682 44 979 53 975 24 000 108 0 581 2 1 30 000 0 692 51 900 62 280 24 000 1163 6974 Total DL 190 50 k Totals 368 95 138 00 697 45k 1983 2003 ENERCALC En
218. es Forces frorn Rotation Load Piles Y Y Axis X X Axis Pile Reaction 1 37 56 4 16 5 36 k EE 2 37 56 5 67 2 43k 40 79 k a 37 56 4 16 3 49k 45 21 k 4 37 56 5 67 9 42k 52 65 k 5 37 56 7 18 9 84k 20 53 k 6 37 56 5 29 1 69k 30 57 k 7 37 56 7 18 9 42k JU 9 k 8 0 00 0 00 0 00k 0 00 k 9 0 00 0 00 0 00k 0 00 k 10 0 00 0 00 0 00k 0 00 k 262 90 k Center of Gravity Using a simple center of gravity calculation assuming each pile is of equal resistance the neutral axis of the pile group about both axes is determined Load Ecc from CG After the center of gravity of the pile group is located the eccentricity of the applied load to the C G is calculated and will be used to determine the X X and Y Y axis moments on the pile group Group Inertia About Axis Ixx and Iyy are calculated by using SUM A d2 where d Distance of each pile from the center of gravity X X amp Y Y moments Using the applied load and eccentricity from the pile group center of gravity the X X and Y Y axis 1983 2003 ENERCALC Engineering Software 66 ENERCALC moments on the pile group are calculated This will be used in the equations detailed below to determine the loads to each pile Summary Of Pile Loads Pile Number Reference number for your convenience Coordinates According to the user defined coordinate system enter the X and Y distances of each individual pile from datum 0 0 Load Piles This equals t
219. esults We thank the thousands of engineers who have purchased ENERCALC software over the last two decades helping this software develop to where it is today 1983 2003 ENERCALC Engineering Software Welcome 5 1 Welcome Welcome To The Structural Engineering Library You ve chosen one of the most respected Structural Engineering software packages available today In continuous development since 1983 Version 5 8 is the culmination of years of development and refinement from suggestions of engineers worldwide This document provides detailed documentation for all the modules contained in Vesion 5 8 of the Structural Engineering Library Please refer to Volume I for general information including licensing installation usage isntructions and a sample session 1983 2003 ENERCALC Engineering Software ENERCALC Structural Analysis Modules The programs in this section provides mostly analysis capabilities Design in a particular material is not provided Single Span Beam Analysis Single Span Beam Analysis analyzes single span beams with cantilevers and a variety of end restraints Up to 30 point moment and uniform trapezoidal loads can be applied Reactions shears moments deflections and graphic diagrams are given Beam on Elastic Foundation Beam on Elastic Foundation provides all of Hetenyi s and Roark s work in one fast program A beam may have any combination of free guided
220. esults lt lt All Loads These Columns in k gt gt Hep ree D L LL p Reduced Non Red DL LL Floor Level 59 982 176 262 866 218 473 193 581 168 697 448 als 190 500k 368 948 138 000 697 44 amp Level This level number is automatically entered when the program modifies the table for the chosen number of stories Total Dead Load Total DL Per Level Equals Unit Dead Load Tributary Area R Maximum Reduction Factor The maximum reduction factor is calculated from UBC Section 2306 formula 6 1 and 6 2 and according to the r factor entered by the user Reduced Unit Live Load This equals the Reducible Live Load Reduction Factor and will be used in tabulating the total load to each level Total Reduced LL Per Level Equals Reduced Unit Live Load Tributary Area Total LL Non Reducible Total Non Reducible LL Per Level Equals Reduced Unit Live Load Tributary Area 1983 2003 ENERCALC Engineering Software ENERCALC Total DL LL Per Level This is the summation of Dead Live and reducible Live load at each level Sum Floor Level Summation Of Dead Live Loads This represents the accumulation of loads along the length of the column Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Sample Printout ENERCALC Engine
221. et column represents a single span between two supports regardless of the end support conditions When cantilevers are used they are considered a span even though one end is free e Spans Supports and Allowable Stresses After you have reviewed the beams you wish to design and how they will be entered using the programs All Spans Continuous feature and end fixity flags enter this information in the top section of the worksheet Remember when you recalculate the worksheet later to get the results you can always revise the support fixity data to change any mistakes you might have made e LL Flag Unbraced Lengths and Load Duration Factor Use the Live Load Flag to 1983 2003 ENERCALC Engineering Software Steel Design Modules 227 signal whether the live loads you will enter should be applied to the span You can make changes to these flags to model different live load conditions Unbraced length specifies the distance between lateral supports of the compression edge Load duration factor will allow allowable stress increases Distributed Loads You can apply up to three distributed loads to each span although the input for each is somewhat different The first item applies the dead and live load entered to the full span The second item applies a uniform magnitude dead and live load over all or a portion of the span The third item allows you to specify a full trapezoidal load to any portion of the span Point Loads am
222. etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab allows you to select which code method to use to calculate your seismic factor and also other common values regarding the seismic zone and building 1983 2003 ENERCALC Engineering Software 80 ENERCALC Description Example Problem Building Period Calculation fo 65 000 oos Building period 0 801 Select Governing Building Code Select the radio button for the code calculation method you wish to use Seismic Zone Factor Enter the seismic factor which is based on the seismic risk map area found in UBC Table 23 1 Seismic Zone Factor Building Period The building period can be specified by either e Entering the number of stories and CT factor that applies to the type of construction and allowing the program to calculate the value using standard UBC equations or e Entering a building period which you have determined UBC Calculations Tab This tab provides data entry and calculated values according to 1994 UBC criteria Please see that code for further explanations of the values 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 81 General 1994 UBC Building Forces Diaphragm Forces S Site Response Factor l Final Calculated Values 94 UBC Table 16
223. ever spans NOTE All load locations are in reference to the LEFT support Distances are positive toward the right support and negative over the left cantilever The program also provides a QUERY section allowing you to enter locations along the span where you would like to investigate the conditions 1983 2003 ENERCALC Engineering Software ENERCALC UB ENERCALC c ECSS EXAMPLES ECW Single Span Beam Analysis Single Span Beam Analysis eas Help d Print o X cancel V Save General Unitorm Point Trapezoidat Moments ouere Results sketch Diagrams Printing Desena dan ouble Cantievered Beam Maximum Moment FAW at 20 00 Maximum Shear 30 901 kx at Lef Support Maximum Deflection 49 2930 in at 20 25 Center Span 40 000 4 ft Left Cantilevet 10 000 3 ft Left Reaction 51 361 k Right Cantilever 12 000 4 Right Reaction 49 099 k End Fixity PinPin C FiePin C FocFix Moments Max amp Center 324 38 KR at 20 00 ft C PimFig CFikFres Max Center 137 97 kt at 0 00 Lett End Support 137 97 k ft Right End Support 137 50 k ft Moment of Inertia 8 352 000 D ind Shears Elastic Modul 4 ge sods astic Modulus 29 000 0 4 ksi Right 2070 k Maximum 30 90 k Reactions a rcr mr tH 51 36 k Right 43 10 k Deflections m Generi res 0 293 in at 20 25 ft Left Cant 0 148 in at
224. f Point Ld 1 6 720 0 5 760 0 lbs 24 004 ft 4i Ibs 0 00 ft Point Ld 2 Y LA Point Ld 3 E lbs 0 004 ft LA a LA I saa Point Ld 4 4 E lbs 0 004 ft Point Ld 5 lbs 0 004 ft Point Ld 5 lbs 0 00 ft Point Ld B S lbs 0 004 ft Column Spacing This is the distance between the supports for this beam Right Cantilever This is the cantilever length for this beam that extends past the right support LOADS THAT WILL BE APPLIED TO THIS CANTILEVER ARE SPECIFIED ON THE Key 1 TAB This is because the program operates on a column to column format You specify the loads between columns and the program automatically figures out which member cantilever portion or simple key beam that the load actually is applied to based upon the loads location Unbraced Length Enter the unbraced length of the compression side of the beam that should be used to calculate Rb and the resulting allowable stress reduction factor Cl Wood Section See the information given previously on using the built in wood section database You do not need to use the database You can enter any beam name in this entry and type in 1983 2003 ENERCALC Engineering Software 144 ENERCALC the beam Width amp Depth When you use the wood section database it merely fills in the beam name depth and width for you Beam Depth amp Width The actual beam Width and Depth to be used for calculation of sec
225. f AISC combined stress equations H1 1 H1 2 and H1 3 Composite Steel Beam Composite Steel Beam provides detailed analysis of steel sections anchored to a concrete slab Among the many items considered are solid slabs slab over formed metal deck partial composite action and center edge slab location Concrete density stud capacity bottom flange cover plate and effective slab width can also be specified Loads may be point uniform or trapezoidal and are divided into dead construction and live types In addition to full stress evaluation shear connector spacings reactions and load case deflections are given Steel Base Plate Design Steel Base Plate Design allows you to design or analyze a square steel column base plate subjected to axial loads and bending moments This program allows up to five designs per sheet and access to our extensive steel section databases Number of bolts area capacity location support pier dimensions concrete strength and duration of load factors are all considered in generating the interaction equations determining stresses within the plates Bolt Group Analysis Bolt Group Analysis distributes direct and torsional in plane loads on a bolt group with up to 16 bolts to find the maximum load on each bolt 4 1 Multi Span Steel Beam This program provides design and analysis of simple span or continuous steel beams It allows you to design steel beams in production line form letting you rapidly complete
226. f Mass 7 50 4 f Max X Dimension 200 00 Max Y Dimension 180 00 Basic Usage e The most important step for successful use of this program is to properly enter the X and Y location of the center of rigidity of each wall and the wall angle e For rectangular walls the center of the wall s rigidity will be at the centroid of the section e The wall angle is measured with respect to the centerline of the length measurement long dimension Odeg and 180deg defines the wall s angle as parallel to the X axis 90deg and 270deg defines the wall as being parallel to the Y axis The angle increases positively in a counterclockwise direction e You will also note that the wall table allows up to 60 walls to be entered When you have less than 60 which will be typical make sure all information for each unused 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 37 row is zero which signals the program that no wall is being used on that row Lateral shears are typically the force at the diaphragm level due to wind or seismic forces at that level Distance to Center of Mass specifies the X Y location where the lateral shears act If lateral forces must be added to the diaphragm from the level above or below you must combine all forces to calculate an adjusted mass application point Maximum Dimensions are used to calculate the minimum additional eccent
227. fkctions Cak d using Factored Loads Rotations Calc d using Factored Loads Soil Pressure Calc using Unfactored Loads Uniform Loads 1 Dead Load 3 825 lift Live kit Short Term KR Start X 0 000 ft End X 15 000 ft Point Loads Dead Load Live Load Short Term Laad Location 1 12 00k k k 8 750 ft 2 10 00k k k 16 000ft Dead Load Live Load Short Term Load Lacation 1 1 00 k ft kft k ft 4 000 ft Max Shear 3147k 0 000 ft 0 000 in 3147 k Min Shear 11 86 k 16 071 t 0 000 in 2 58 k Max Moment 46 17 k ft 8 722 tt 000in at 0 000ft 101 79 k ft Max Rotation 0 00038 rad Min Rotation 0 00054 rad Rotations Calc d using Factored Loads Deflections Calc d using Factored Loads Soil Pressure Calc d using Unfactored Loads at at at Min Moment 10178k ft at 0 000f 005in at 11 270 0 00 k ft at at 18 228 ft 1 330 33 psf at 11270 ft 0 00000 rad 4 606 ft 0 00 pf at 0 000 ft 0 00031 rad Rigid Diaphragm Torsional Analysis This program provides horizontal force distribution analysis for a rigid diaphragm laterally supported by up to 60 walls X and Y axis forces may be applied to a center of mass location and that force distributed to all walls after the rotational stiffness analysis has been completed All lateral forces are distributed to each wall on the basis of relative rigidities and wall locations Lateral shear forces induced torsional forces and minimum eccentricity are considered after determining the location of the cen
228. flection 1 693 in Beam Width 2 sisan C FixFix Fix Pin Length Deflection Ratio 3402 Beam Depth 36 000 p in C Fix Free Moment Details C Sawn GluLam Max Pes Mom 153 281 at 24 3778 C Manuf or So Pine Max NegMom 38 7 amp f at 0 0008 Max Left Support 347 Kft METRE is eased oun Max Right Support 8 76 k f Fb Base Allowable 2 400 0 aj pst Shears Fy Allowable 190 0 3 psi Max Left Support 16 4k Fc Pem Allowable 55004 psi Max Right Support 17 89 k Elastic Modulus 1 800 0 4 ksi Reactions Left Support Repetitive Member r Dead Load 14 804 k Max 27 854k Load Duration Factor 1 250 Right Support Dead Load 15 151 k Max 31 809 k Calc shear at deptii from support gm Basic Usage e Beam Data defines the size and allowable stress for the beam to be analyzed or designed Width must always be entered but Depth can either be entered to analyze a beam or can be automatically selected e Lamination Thickness is used by the selection routine as the minimum increment the beam depth should be adjusted to e Allowable Stresses will be modified according to load duration factor size factor and beam slenderness as applicable e Beam Density is only used when the Use Beam Wt entry is set to YES e Design Data modifies the allowable values and modifies how stresses are calculated Load Duration Factor is applied
229. ft Magnitude 7 9 at Left Start B B k ft at Right End 4 4 k ft X Left 0 000 4 0 000 ft X Right 0 000 4 0 000 E f gt All load locations measured from LEFT support i Leal n e ajjaj j m Moment Tab This tab provides entries so you can enter up to 8 moments The Location is the distance from the left support to the location of the point load If the Location value is negative then it is on the left cantilever If the value exceeds the center span length then it is on the right cantilever Cases where negative Locations are entered with no left cantilever or a Fixed left support are ignored Similar behavior happens for Location values that are longer than the Center Span distance Positive values act with the force of gravity and deflect a beam downward resulting in compression on the top fiber 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 15 0 000 Mi l l 8s s 0 000 0 000 E Query Tab This tab enables you to enter specific locations on the beam span and have the moment shear and deflection given The accuracy of these values is to the nearest 1 500th of the span 1983 2003 ENERCALC Engineering Software 16 ENERCALC General Uniform Point Trapezoidal Moments Query Center Span Distance Moment Shear Deflection Left Cantilever Distance 0 000 B ft Momen
230. g size will be used to determine the allowable shear capacities per UBC Table 23 I J 1 Plywood Grade This defines the plywood grade to be used and is consistent with the definitions in the UBC Table 25 J See below Enter 1 for Structural I and 2 for CDX Lines of Fasteners You have the option of specifying either 1 or 2 lines of fasteners Boundary Spacing Nails or staples can be spaced at either 2 2 5 or 4 at the plywood panel boundary and continuous edges Spacing at Other Plywood Edges 1983 2003 ENERCALC Engineering Software Wood Design Modules 201 e Nails or staples can be spaced at either 2 3 or 4 at all other plywood panel edges e No shear values are available for 10d nails using 2 Other spacing nor for 3 Other spacing combined with 2 Boundary spacing e No shear values are available for the following combinations of Boundary Other spacing 4 2 2 5 2 2 4 Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab displays the overall maximum shear and chord force values at the walls Results Diaphragm Design Sketch Printing Diaphragm Shears North South Total Shear 184852 9 lbs 205412 0 lb
231. g that North is Up in a plan view of the diaphragm these locations are measured with respect to the westerly side of the diaphragm and extend eastward in other works left to right Entering both locations as 0 0 will apply the loads the full diaphragm dimension When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor 1983 2003 ENERCALC Engineering Software 198 ENERCALC Boundary Loads Acting East amp West The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act East West and are resisted by shear in the North amp South walls and create tension cord forces in the East amp West chord locations These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Northerly side of the diaphragm and extend Southward in other works top to bottom Entering both locations as 0 0 will apply the loads the full diaphragm dimension When performing a seismic
232. ghly loaded outer regions The entire purpose of this concept of Zones is to develop a nailing pattern that results in the most economical diaphragm construction for the expects shear requirements of the diaphragm NOTE The next four items should be verified with ICBO Report 1952 This report is available from the International Conference of Building Officials Workman Mill Road Whittier CA 818 699 0541 1983 2003 ENERCALC Engineering Software 200 ENERCALC General Uniform Loads PointLoads Diaphragm Construction Design Data amp Nailing Requirements Spacing North amp South Walls in Framing Plywood Lines of Boundary Other Size Grade Fasteners Spacing Edges At North Wall amp Structural II E 2 2 2 2nd zone x Structural II E 2 LIN 25 3 Center Zone 3x C Structural II 2 4 C 4 2nd Zone x Structural II L 2 d 25 7 3 At South Wall ax Structural Il S 2 C 2 East amp West Walls Sparing Framing Plywood Linesof Boundary Other Size Grade Fasteners Spacing Edges AtWest Wall x 2 evoca 2 2 EI 2 it 2 2nd zone 3 Structural 1 2 E 25 3 CenterZone xx structural a 4 2nd Zone x Structural it 2 25 3 At East Wall 3x stucura 2EJ 2 EJ 2 Framing Size Enter a 2 to indicate 2x nominal framing or 3 for 3x nominal framing This framin
233. ght distance location These values may be positive negative or both X Left indicates the distance from the left support to the beginning of the load and X Right is the distance from the left support to the right end of the load Point Load Concentrated dead and live load applied to the beam Moment Dead and live moment applied to the beam Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab gives ALL the calculated values for the span tab selected 1983 2003 ENERCALC Engineering Software Wood Design Modules 101 Results Sketch Diagrams Printing Beam is OK Moments amp Stresses Max Moment Mid Span 46 6 in k 7 50 ft Max eo lem ENTRE ee 0 0 in k Max RightEnd 0 0 in k Actual Allowable Bending Stress 209 0 psi 1 937 5 psi shear Stress 55x 15 8 psi 106 3 psi Max Deflection 0 047 in 7 50 ft Shears amp Reactions amp Left amp Right Shear Support 1 080 k 1 080 k Reactions Dead 1 080 k 1 080 k Live 0 000 k 0 000 k Total 1 080 k 1 080 k Query Query Locations eee ee ee ees re 0 000 Auer eho alive sca meee oe oe 1 080 k QUE Moments MEINE 0 000 in k t3ugr
234. gineering Software 92 ENERCALC Wood Design Modules The programs in this section provide analysis and design for structural elements made of wood Code References Program modules for WOOD design are designed to be in conformance with ANSI AF amp PA National Design Specification NDS dated 30 November 2001 All analysis and design is done using allowable stress design Timber Beam amp Joist Design Lets you quickly design single span members with cantilevers Designed specifically for simple roof ceiling floor framing up to 8 beams can be designed per calc sheet Full stress and deflection analysis amp design is provided Multi Span Timber Beam Multi Span Timber Beam allows design of up to eight spans on one calculation sheet Two modes are available each span can be considered as simply supported with optional cantilevers or all can be continuous with cantilevers and varying end fixities Dead and live point moment and uniform trapezoidal loads can be applied in any combination Alternate span live loading is easily defined Full AITC stress checks are performed including long beams and reactions shears moments deflections and stresses are given General Timber Beam Heavy Timber Beam allows users very detailed design ability offering up to 23 dead and live point moment and uniform trapezoidal loads Fixed pinned and free end restraints and cantilevers are available All possible dead and li
235. h areas of the calculation to print Checking a box will signal Printing Tab that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software Wood Design Modules 105 M Iv v M v Iv M LI Sample Printout 1983 2003 ENERCALC Engineering Software 106 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 97000001 P O Box 188 Degnr MDB Date 221PM 230cT03 Corona del Mar CA 92660 Description Colection of example problems Voice 919 645 0151 Scope Al programs in the Structural Engineering Library Wwww enercalc co rm veran t MPENN vers 8 0 10 002 Page 1 M 1263 2003 ENERCALC Eag CuoSDaranpes row Th ce r Ca c b Basic Allow 1 lastc Moduus 18 Al Spans Considered as Ind dual Beams Fv Basic Alow 850ps Load Duration Factor 12 Timber Member Information Descnption Span t 15 00 21 00 8 00 1500 15 00 Timber Section 5 125x16 5 Sinis 5125x165 5 125215 5 5 125x16 5 Beam Width n 5 125 513 5125 5 125 5 125 Bean Depth n 16 500 16 500 16 500 16 500 16 500 End Fivty Pia Fn Fn Pin Fee Pin An Fn Pn Fix Le Unoraced Length t 000 000 8 00 1500 15 00 Member Type Gulam GluLan GluLam Guam GluL sm Live Load Used This Span
236. hat this center zone extends all the way out to the end walls Example 2 If you have a very highly loaded diaphragm you will need very tough construction at the walls to take the high shear loads The highest specification shown below is in the top and bottom entries and shows 3x framing On the Diaphragm Design tab you will be given distances and nail spacing that will result in shear capacities that change from the lowly loaded center region to the highly loaded outer regions The entire purpose of this concept of Zones is to develop a nailing pattern that results in the most economical diaphragm construction for the expects shear requirements of the diaphragm 1983 2003 ENERCALC Engineering Software Wood Design Modules 187 General Uniform Loads Point Loads Diaphragm Construction North amp South Walls Thickness Framing Grade Nail Size At North Wall 3x Grade C D C C 10d 2nd Zone de 12 I Grade c oc c D 102 3rd Zone 2x 12 AT Grade c oc c E 108 Center Zone 2x 12 ET Grade c o c c EE 108 2nd Zone Ex 12 Al Grade c oc c LE 108 At South Wall 30 12 Duff Grade c D c c 2 102 West amp East Walls Mr ICKNESS S Framing i Grade Nail Size At West Wall 3x Ea Gradec D c c 2 102 2 2nd Zone 3x 12 Grade c p c c E 102 3rd Zone 2x 12 Grade c D c c 102 Center Zone 2x 12 E Grade
237. he calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab 1983 2003 ENERCALC Engineering Software 220 ENERCALC Results sketch Bolt Group OK Anpliedilnad 59 5559 EATER TUE 12 000 00 lbs Capacity eon o 37 323 00 Ibs Code Allowable Bolt Capacity 2 850 0 lbs Check Adequacy for Applied Load P ERES EY 37 155 in2 member A plate s 4 000 in2 TE f plate DU A SO 9 289 BasictAllow penBolt ER a SEDE 3 575 00 lbs Bolt Cap Reduction Factor 0 8700 Allowable Load per Balt 3 110 25 lbs afl ERNEST y PP 37 323 00 Ibs Two Parallel Rows being used as one row No Required Clearances Min center center spacing of bolts in a row 3 000 in Min spacing between adjacent rows of bolts 1 875 in End distance with force ACTING toward END 5 250 in End distance with force NOT ACTING toward END 3 000 in Edge Distance with force ACTING toward END 3 000 in Edge Distance with force NOT ACTING toward END 1 125 in Maximum Row Spacing 5 000 in Applied Load amp Capacity These are the results of the analysis giving applied and allowable values Code Allowable Bolt Capacity This indicates the basic allowable load per bolt considering direction of load to grain
238. he overall transformed moment of inertia before any modification has been made for partial composite action 1983 2003 ENERCALC Engineering Software 314 ENERCALC I Effective Transformed moment of inertia after allowance has been made for partial composite action Results Reactions Tab This tab gives the support reactions for various combinations of dead live and construction loads Reactions Results Moments Shears etc Tab This tab displays a breakdown of the moments amp shears for the various combinations of load types 1983 2003 ENERCALC Engineering Software Steel Design Modules 315 Results Shear Studs Deflection Reactions Moments Shears Misc Maximum Moments Dead Load Alone 813 84 k ft Dead Const 896 20 k ft Live Load Only 623 94 k ft Dead Live 1 437 79 k ft Support Shears Shear Left 94 74 k Shear Right 94 73 k Fb Allow 23 76 psi n Strength 6 04 n Deflection 7 95 Effective Flange Width Based on Beam Span 15 125 ft Based on Beam Spacing 18 000 ft Effective Width 15 125 ft Const Only This values is due to Loads applied Before 75 and Construction Only Loads being applied to the beam Const Composite This values is due to Loads applied Before 75 and Loads applied After 75 being applied to the beam Max Shear This value is the maximum shear at each end due to all combinations of loads Effective Flange Width Based
239. he total applied load divided by the number of piles Force from Rotation Represents the force applied to each pile as a result of the induced moment about the X and Y axes The X X axis bending load is calculated as Mx Iy My Ixy JY My Ix Mx Ixy X Iy Ix Ixy2 Iy Ix Ixy2 The Y Y axis bending load is calculated as My Ix Mx Ixy Y Mx Iy My Ixy X Ix ly Ixy2 Ix ly Ixy2 Pile Reaction The total pile reaction is equal to the sum of the previous calculated forces Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Structural Analysis Modules Results Sketch e Pile 5 Pile B Pile C G of Pile Group Load Location Pile 1 Pile 2 Pile 3 Pile 4 X 6 75 Y 400 Force 33 37 k X 3 00 Y 8 00 Force 40 66 k x 7 00 Y 12 00 Force 45 08 k X 3 00 Y 16 00 Force 52 46 k x 37 00 Y 3 00 Force 20 71 k X 32 00 Y 8 50 Force 30 68 k X 37 00 Y 16 00 Force 39 90 k Sample Printout 67 1983 2003 ENERCALC Engineering Software 68 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 11 06PM 22 OCT 03 Corona del Mar CA 92660 Description Colle
240. hear Also given are the actual and allowable stresses Max Mid Span Deflection Considering all placement options for live loads and examining the maximum deflection across the center span of the beam this the maximum value Also given is the Length Deflection ratio Moment Details More details about the maximum values for positive and negative moments and support moments are given Shears This is the maximum shear calculated at both ends Live load is automatically placed in all possible location combinations to determine the maximum shear value on each side of the supports This shear is not modified for loads within d distance from end of beam nor multiplied by typical 1 5 shear factor Please see Design Shear for those adjusted numbers Reactions For both left and right support the dead and total load reactions are given When cantilevers are present live load is omitted from the cantilever at the opposite end from the support Live load is automatically placed in all possible location combinations to determine the maximum shear value on each side of the supports Summary Stress Calcs Tab Bending Analysis Le Unbraced length used for allowable bending stress calculation of C factor Cv This item will display as Cv for glued laminated beams when the volume factor applies and as Cf for sawn or manufactured members when the size factor applies Rb Slenderness ratio for the beam CL Reduction factor that will be applied t
241. hen the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of the sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in depth class 14 a channel C9x15 is in depth class 9 and a L5x3x1 4 is in depth class 5 Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequal dimension sides Equal Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or 1983 2003 ENERCALC Engineering Software 300 ENERCALC HSS T These are square tubular sections You can choose to display only square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate above the database list of sections y
242. hickness Determine Thickness Only C Check Stresses for Plate Size amp Load Basic Usage e This program can either calculate the required thickness of a baseplate using the design criteria or you can enter the thickness and have plate and bearing stresses determined e Bolt Data specifies the tension capacity of the anchor bolts number of bolts per side of the column the area of each bolt and distance of the bolts from the edge of the base plate These values will be used to define the base plate geometry to determine resultant force zones in the analysis e Baseplate and Pier Dimensions are needed to determine bearing area and area ratios for determining allowable concrete bearing stress e Material Strengths to be entered include Fy of column fc of supporting concrete 1983 2003 ENERCALC Engineering Software Steel Design Modules 323 and load duration factor to use which would indicate that the applied axial load and moment is due to seismic wind or other short term event e Reviewing Forces and Stresses In the Summary section of the worksheet the actual and allowable bending and shear stresses will be listed Also various moments shears deflections and reactions due to six load placement conditions will be given Unique Features This program provides a thorough analysis of the iteration of plate and bearing surface Four separate zones are define depending upon the position of the force resul
243. his particular area of the calculations contains data then print it 1983 2003 ENERCALC Engineering Software Steel Design Modules Sample Printout Iv Iv Iv M M M M v Iv Iv 293 1983 2003 ENERCALC Engineering Software 294 ENERCALC ENERCALC Engineering Software P O Box 188 Corona del Mar CA 92660 Voice 949 645 0151 www enercalc com User AOC lr n 11953 2003 EMERCALC Eig g Sofware Title ENERCALC Example Problems Job 97 000001 Dsgnr MDE Date 4 33PM 26 OCT 03 Description Colection of example problems Scope All programs in the Structural Engineering Library Steel Column Description Axial Load w X amp Y Eccentricities General Information Code Ret ASC 9th ASD 1997 UBC 2003 IBC 2003 NF PA 5000 Steel Section W1i4X159 Fy 3600 ks XX Sideswey Restrained Duration Factor 1 330 Y Y Sidesway Restrained Column Height 16500 t Elastic Moduus 29 000 00 ksi End Fixity PinPin X X Unbraced 24000 f a 1 000 Live amp Short Term Loads Not Combined Y Y Unbrace d 18 500 f 1000 Axial Load Dead Load 6510 k Live Load 42 50 k Shet Term Load Point lateral Loads Along Y Y strong mes moments Along X X y momerrs Distributed lateral Loads Along Y Y Along X X Applied Moments Ecc for X X Axis Mom ents 000 n Ecc for YYAwsMoments 14000 n DL 4L St Height 1 000 k 2000 f 1 000 k 16 000 ft 4L m Stat End 000 d 5000 gt 12000 t 000 12000
244. hose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed as a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EEI AISC Handbook Edition AISC Sth 7 Area oo in xx 09 in4 Depth on Iyy o ind Flange Width on Flange Thickness 9 in cg 9 in Web Thickness 1j in Yeg 8j in x cance ro The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method to use for determining the sections allowable stress how to consider unstiffenned elements and many other code checking items 1983 2003 ENERCALC Engineering Software 230 ENERCALC Change Will display the same window as above but allow you to change section propert
245. ht End 0 0 ink DER cesse ess secs Pinned Actual Allowable Bending Stress 209 0 psi 1 937 5 psi Wood Section 5 125465 f BiMar Se oo os a 15 8 psi 106 3 psi Gewn VA Saas v ese aveo vov cuevas 5 125 4 in EON Es ort cene cir eee er esse 16 500 3 m Max Deflection 0 047 in 750f Beam Type C Sawn GluLam Manufor So Pine Shears amp Reactions Bler Right Loads nM Load This ipii r Shear Support 1080 k 1080 Uniform 144 0 o4 sem Reactions Dead 1080 k 1 060k Live 0 000 k U 000 k Start Pail all DL Hm a Total 1 060 k 1 080 k Trapezoidal 15 00 Loft Bl aj wh Start 0 00 amp ft es A End Up OCIO ics res 0 000 Right all e nd 15003 Gey BBBR creuses re Era see 1698 k Location Guen MEME 153 ordeo dem 292727003 0 000 in k Point Load Al Fj ibs at 0 000 4 COTY DMMSC URS russe siennes 0 0000 in Point Load is lbs at 0 000 i a Point Load 2 lbs at 0 000 44 Pontbeadsd Sf bs at 0 000 4 3 Moment Sf so at 0 000 4 t Unique Features e Full NDS code checks are made considering length effects on allowable bending stresses e A simple flag can be set on any span to ignore all live loads on that span making alternate span loading analysis easy e Very flexible loadings may be applied to each span including three uniform partial trapezoidal loads e The program can perform automatic member depth selection using stress and deflectio
246. i 2 332 ps vu B5 d from Right Wall Edge 2 288 psi 7 363 ps Allowable Vn 109 545 psi 109 545 ps Overturning Overtuming Moment Resisting Moment 75 289 06 Overturning Stability Ratio 2510 69 832 23 ft OB ft s 3 7 Horizontal Plywood Diaphragm This program provides analysis and design of horizontal rectangular plywood diaphragms subjected lateral loads from wind or seismic forces This program calculates nailing requirements and shear values using UBC Table 23 I J 1 including blocked and unblocked diaphragms For conditions where high diaphragm loads create shears exceeding those available from the UBC table you can use the High Load Plywood Diaphragm program which uses ICBO Report 1952 for diaphragm design using 23 32 plywood applied according to the reports requirements Loads due to diaphragm self weight and lateral loads applied to the diaphragm boundary are allowed To analyze diaphragms subjected to wind loads only specify diaphragm weight as zero and seismic factor as 1 Up to four partial or full length uniform loads can be applied to the diaphragm boundary in both the North South or East West direction The partial length ability allows you to model seismic wall weight or wind loads on portions of the building with different tributary areas The program calculates total shear and unit shear for each of the four sides of the diaphragm chord forces at 1 4 points and will determine diaphragm nailing density and
247. ibrary www enercalc com Rev 00 Priest Us c s ROA C PA Software Pole Embedment in Soil vate Cale c ecS5 examples ecw Analysis Calcs Description Circular pole with Point amp Uniform Loads General Information Code Ref 1997 UBC section 2907g2 2003 IBC 1805 7 2 2003 NFPA 5000 36 4 3 Allow Passive 250 00 pcf Applied Loads Max Passive 1 500 00 psf Point Load 7 000 00 Ibs Load duration factor 1 330 distance from base 8 000 ft Pole is Circular Diameter 24 000 in Distributed Load 350 00 ft No Surface Restraint distance to top 11 000 ft distance to bottom 3 000 ft Summary Moments Surface Point load 56000 00 ft Total Moment 75 600 00 ft Distributed load 19 600 00 Total Lateral 9 800 00 Ibs Without Surface Restraint Required Depth 13 875 ft Press 1 3 Embed Actual Allowable 1 330 00 psf 2 6 Pile Group Load Distribution This program distributes a concentrated load applied on a rigid pile cap to a group of piles Force distribution is performed assuming a rigid pile cap and that all piles having equal vertical load resistance Distribution of loads to each pile due to the effect of load eccentricity is determined using a skew bending analysis This considers simultaneous action about both X and Y axes The program is also an efficient method for determining loads on a pile group in the as driven arrangement 1983 2003 ENERCALC Engineering Software 62 ENERCALC UB ENER
248. ies Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD amp LRFD Design Modes Allowable Stress Design and Load amp Resistance Factor Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book More detailed LRFD documentation will be added and will be available in the electronically delivered versions of this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlp e Internet HTML help documentation presented as web pages at www enercalc com sel_help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of ta
249. il pressures For poles not restrained at surface Depth A 2 1 1 4 36 h A A 2 34 P S1 b P Applied lateral force Ibs S1 Allowable Lateral passive pressure at 1 3 embedment LDF b Diameter or width of footing or pole h Height of point of load application Actual 1 3 Embedment This is the location of maximum lateral pressure for non restrained footings Considering the applied loads pole footing dimensions and calculated length of embedment the actual lateral pressure at 1 3 of embedment depth is given here It is calculated using a modified version of the formula used to calculate depth of embedment Allow 1 3 Embedment The allowable passive pressure after application of the load duration factor is multiplied by 1 3 the pole embedment compared with the limiting value and the smaller value used This number is then multiplied by the load duration factor to get the final allowable pressure at 1 3 embedment With Surface Restraint Required Depth Based on the formulas to follow the minimum required embedment depth is calculated to satisfy allowable soil pressures Per U B C Section 1806 7 Depth 425 P h S3 b P _ Applied lateral force lbs h Height of point of load application ft b Diameter or width of footing or pole ft S3 Allowable lateral bearing pressure at base of embedment Allow Base of Embedment This represents the maximum allowable pressure at the base of embed
250. ilar typical words are used to determine Cf category e Unbraced length is multiplied by the following values to calculate Le When beam depth lt 7 Le 2 06 Lu When 7 lt beam depth lt 14 3 Le 1 62 Lu 3d When beam depth gt 14 3 Le 1 84 Lu Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If this particular area of the calculations contains data then print it Results Sketch Notes Printing Please select printout sections to be printed General Information Iv Column Bay amp Beam Data v Calculated Moments Iv All Loads Iv Uniform Loads Iv Point Loads Iv Stresses Vv Reactions Iv Deflections Iv Notes LI Note When all are selected the software will still omit unused sections Sample Printout Page 1 1983 2003 ENERCALC Engineering Software 152 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 m MDB Date 11 49AM 25 OCT 03 escription Corona del Mar CA 92660 pt Colection of ample problems Voice 943 645 0151 Scope Ail programs in the Structural Engineering Library www enercalc com ner WOSOO00 Ver 53 0 10 Sep 2003 Timber Cantil ed B Svst c 1603 20
251. ined 0 if it will not Sidesway is used for determining CM Kxx amp Kyy Values This effective length factor should be evaluated by the user according to the actual conditions present 1983 2003 ENERCALC Engineering Software 286 ENERCALC or anticipated Reference is made to Table C1 8 1 and Figure C1 8 2 of the 1989 AISC specification and other sources on structural stability These factors will modify the Unbraced Length value to determine the actual unbraced length to be used in the analysis End Fixities The steel column can have any of five different end fixity combinations Fix Fix Pin Pin Fix Pin Pin Fix or Fix Free These refer to the bottom and top column ends respectively However the end fixities apply to BOTH X X and Y Y axes If you are designing a column with end moments calculated from another program e g FastFrame set the support fixity to Pin Pin and enter the end moments as Top and Bottom moments DO NOT USE FIXED FIXED support condition For all the end fixity combinations remember the order is Bottom Top For example Fix Pin Fixed Bottom and Pinned Top Steel Section This is where you specify the rolled steel section to be used in the design There are two ways to enter amp specify the section e Use the Section button to retrieve the section from the built in steel database See the description given previously for more information e Type in the section name and
252. inforcement Req d Left 0 43in2 Right 0 43in2 Minimum Overturning Stability Ratio 2 231 1 Simpson Hold Down Options Chokes forLEFT Side of Yvall to Footing Choices tor RIGHT Side of Wall to F ooting HD2A Capacity 2775lbs HD2A Capacity 2775lbs HD2 Capacity 2815ibs HD2 Capacity 2815lbs PHD2 Capacity 3610lbs PHD2 Capacity 1Dlbs HD5A Capacity 4010lbs HD5A Capacity 4010lbs Sample Printout Page 2 1983 2003 ENERCALC Engineering Software 180 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems _ Job 97 000001 P O Box 188 cee en ya 25 OCT 03 Corona del Mar CA 92660 Collection of example proble Voice 949 645 0151 www enercalc com n Uae Mage 00 10 Sep 2009 Plywood Shear Wall amp Footing Page Scope All programs in the Structural Engineering Library t 983 2003 ENERCALC Sotaa ro cect v amples ecw Timber Cales Description Vertical Pt amp Unif Loads amp Latera Shear amp Drag Loads Footing Analysis i Lateral Forces Acting in Drechon Soil Pressures To Lafi To Right Ecc of Resultant Footing Centerline 3811 ft 5 048 ft Soil Pressure LEFT Side of Footing 628 52 psf 0 00 psf Soil Pressure RIGHT Side of Footing 0 00 psf 771 10 psf Moments Actual Mu Left Wall Edge 56083 55 ft amp 6617 04 t Actual Mu Right Wall Edge 2017 06 ft 214102 ft Shears vu 85 d from Left Wall Edge 5 641 ps
253. ion Four Bay System 2 Simple 1 Rt Cant 1 Double Cant Douglas Fir 24F V8 2400081 is 1 800 0 Wood Species Stress button amp entry This allows you to use the built in NDS amp Manufactured lumber allowable stress database to retrieve allowable stresses When you press the button you will see this selection window Please see the section earlier in this User s Manual that give information and usage for the databases 1983 2003 ENERCALC Engineering Software Wood Design Modules 141 Wood Stress Database Species Size Classes to Show 2 gt 4 Thick 2 amp Wider 5 x 5 amp Larger Gluedlaminated All Species Using 1997 UBC NDS Stress Values Beams amp Stringers Posts amp Timbers Manufactured All stresses in PSI lt Sort Orde _ Species Grade Class Fb Ft Fv Fe PeplFe PulE s T gr t Species Grade Class Fh Ft Fy Fc Perp Fc Prl Elastic Grading Agency Bending Tension Shear Comp Comp Modulus 4 Douglas Fir 16F E6 GLB 1600 1 000 165 650 1600 1 600 000 Select Douglas Fir 20F E6 GLB 2000 1150 165 650 1650 1 700 000 Douglas Fir 22F E5 GLB 2200 1100 165 650 1 650 1 700 000 Douglas Fir 24F E10 GLB 2400 1 300 165 650 1 750 1 900 000 Douglas Fir 24F E12 GLB 2400 1200 155 650 1600 1 900 000 Douglas Fir 24F E13 GLB 2 400 1250 165 650 1 700 1 800 000 Douglas Fir 24F E18 GLB 2 40 950 190 650 1 500 1 800 000
254. ion factor to be used to increase the allowable pressures Per code Load Duration Factor The load duration factor will be applied to the allowable lateral passive pressures This number will then be used as the allowable pressures used to determine footing embedment Pole Shape 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 57 Use this section to specify whether the pole is round or square If the pole is specified as square the dimension entered is multiplied by 1 41 to arrive at an equivalent width dimension for calculations Pole Diameter Pole Width Enter the width or diameter of the footing and specify whether a round or rectangular footing is used Width is measured perpendicular to force direction Pole Restraint Specify whether the footing is free at the ground surface or restrained and cannot rotate A Restrained footing indicates that a concrete slab or other rigid element only allows rotation of the top of the footing without translation When specifying a restrained footing you must assure yourself that the final force required to be restrained at the top can be provided When ground surface restraint is present the lateral pressure value that will govern the design will be at the base of embedment The program will iterate solving the indeterminate equations until the minimum embedment depth is determined Applied Loads Point and Distributed Loads Two types of loads may
255. is calculated to be compared with the Diagonal Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 214 ENERCALC Results Sketch sias NN 74300 10 25 i amp 2 00 in 32 00 in OU bs i n 0 66 00 tt ft a EM ES 24 00 in 24 00 in 24 00 in Typ Spac Typ Spac Typ Spac Sample Printout 1983 2003 ENERCALC Engineering Software Wood Design Modules 215 ENERCALC Engineering Software Title ENERCALC Example Problems Job 37 000001 P O Box 188 De dep CA Date 11 29AM 26 OCT 03 Corona del Mar CA 92660 Se o cam poe prop eme Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Rev 680000 mes is ras 2 Page 519032009 ENER CALE Ergneertug Senare Timber Ledger Design c ecSovexamples eaw Timber C ales Description With Uniform Load against concrete Code Ref 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Ledger Width 3 500 in Uniform Load Point Load Ledger Depth 5 500 in Dead Load 520 00 Ft Dead Load 0 00 Ibs Ledger is Bolted to Concrete E Live Load 223 00 Live Load 0 00 Ibs Bolt Dameter 1 Spacing 0 00 ft Balt Spacing 24 000 in Horizantal Shear 156 00 st Offset 0 00 in Load Duration Factors Douglas Fir Larch Utility
256. is fine Span This equals the span distance of a beam segment Unbraced Length If the span will have the compression edge laterally unbraced for some distance enter the distance here This length will be used to determine whether the beam falls into the short intermediate or long beam classification for determination of allowable bending stress Start 0 00 4 ft End 8 004 ft Start 0 00 4 ft End 8 00 4 ft Location 0 004 ft For continuous beams remember that the true meaning of this value is distance between points of contra flexure and most likely will NOT be the distance between supports Left Fixity Right Fixity Specifies how the ends of the beam will be restrained 1983 2003 ENERCALC Engineering Software Steel Design Modules 233 Steel Section This is where you specify the rolled steel section to be used in the design There are two ways to enter amp specify the section e Use the Section button to retrieve the section from the built in steel database See the description given previously for more information e Type in the section name and the program will automatically look through the database for a match Upper or lower case is fine If found the name and numeric section properties will be retrieved into this calculation The numeric properties will be seen on the Section Properties tab Apply Live Load This Span This entry controls whether or not the live load
257. istances from the column base Moments Tab These entries allow you to specify applied moments at the top bottom or between the ends of the column When entering a moment between the ends enter the Distance above base as the distance above what you are considering the bottom of the column The important thing is that the distances you enter for all applied loads uses the same end of the column as the reference Note Do not apply a moment to a fixed end of the column You are just applying the load to a rigid end and none of the moment will create bending in the column General Point amp Dist Loads Moments Section Properties Applied Moments X X Axis Moments Dead Load Live Load Short Term At TOP 4 B 4 k ft Btwn Ends 12 00 4 4 k ft Distance above base 14 000 3 AtBOTTOM 12 00 4 4 sk Y Y Axis Moments Dead Load Live Load Short Term AtTOP 4 E k ft Btwn Ends B E k ft Distance above base 0 000 E ft At BOTTOM i k ft J l Section Properties Tab This secondary tab is where the steel section properties are listed The properties shown here are used for the calculation 1983 2003 ENERCALC Engineering Software Steel Design Modules 289 General Point amp Dist Loads Moments Section Properties Steel Section W14X159 Depth in Weight 158 63 fit Web Thick 0 745 in ho 1 900 000 in4 Width 15 565 in lys 748000 ind Flange Thick 1 1
258. istribution gives story shears and moments on a multi story structure by vertically distributing 88 UBC wind loads and modification factors Multi Story Column Load Summary 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 9 Multi Story Column Load Summary provides a tabular format for accumulating area loads on multi story columns Loads may be varied per floor and reduction factors considered 2 1 Single Span Beam Analysis Overview This program provides analysis of single span beams with a variety of loading and support conditions Maximum moments shears reactions and deflections are given The basic ability of this program is also contained in the various beam design programs in the steel concrete and timber divisions This program performs a more detailed analysis and offers more loading options than most of the design programs A single span beam with optional cantilevers can be analyzed and the end supports can be modified to give almost any configuration simple supports propped cantilever fixed at both ends pure cantilever or double cantilever Loads that can be applied are extensive Uniform partial length trapezoidal concentrated and moment type load can be entered For partial length and trapezoidal loads entry is very simple by just entering the start and end magnitudes and locations The program uses the locations to determine how the load is applied to center and cantil
259. ity IMNIEKNESS eeraa in Fixed Fixed BENG oies 25 000 ft C Foed Pinned ElBidt concerns 17 500 ft x Distance to C G 167 500 3 ft f Y Distance to C G 179 660 ft Ok Wall Angle CCW 0 00 4H degrees x Elastic Modulus 3 1 Cancel Thickness This is the thickness of the wall and should be the smaller plan view cross sectional dimension of the wall Length This is the length of the wall and should be the larger plan view cross sectional dimension of the wall This is the length which would normally be considered to be stiffer and brace the diaphragm against lateral forces Each wall s thickness and length is used to calculate the moment of inertia about each axis depending on how the Fixity item is specified see below This dimension is perpendicular to the axis used to measure the wall angle NOTE Before examining components of each wall s stiffness about each axis for calculation of the wall stiffness matrices deflection constants are calculated using IMAJOR and IMINOR The typical deflection equation P E h3 inertia value 2 64h A will set value 12 for Fixed Fixed walls and 3 for Fixed Pinned walls Height This is the height of the wall from the next lower datum point Because the program does not know that there is any consistent reference elevation on the floor below you are free to enter a different height X Distance to C G Y Distance to C G This is the distance from the c
260. k Shear wall frame interact a Concrete Ema Omega Ehee seme 243 3 k Overstrength amp Global Ductility Coefficient R 500 Seismic Force Amplification Factor Omega 2 800 Structure Height Limit 0 0 ft PLE Divide Factor by 1 4 For Use in Allowable Stress Desigrjv Max Element Story Shear Ratio rs 0 67 E p Reliability Factor 2 20 rmax sqrt Ab 1 3325 Building Forces Tab This table performs the distribution of total base shear to the various floors based upon UBC formula 28 5 28 6 and 28 7 The resulting distribution of forces will resemble a triangular distribution with the maximum intensity at the top of the building 1983 2003 ENERCALC Engineering Software 82 ENERCALC General 1997 UBC Building Forces Diaphragm Forces Story Mom UNE PR LED 1 4 1 4 1 4 1 LUE REUS ARTE 35 00 65 00 2275 0 487 15 51 20 39 j d 25 50 26 60 20 39 255 04 39 00 2 925 0 19 95 19 95 46 98 875 84 26 00 1 950 0 13 30 13 30 66 93 1 745 96 13 00 975 0 6 65 6 65 80 23 2 788 97 Sum Wi 335 00k Total Base Shear 86 88 k Sum Wi Hi 12 025 0 k ft Base Moment 3 918 4 k ft Level This is the level above the base Base shear and overturning moment are given as the Base Totals shown at the bottom of the table These level numbers are modified during the program s self modifying process while adjusting to the requested number of levels
261. k is fine Span This equals the span distance of a beam segment Le Unbraced Length If the span will have the compression edge laterally unbraced for some distance enter the distance here This length will be used to determine whether the beam falls into the short intermediate or long beam classification for determination of allowable bending stress For continuous beams remember that the true meaning of this value is distance between points of contra flexure and most likely will NOT be the distance between supports This entry is the unsupported compression edge length corrected for span type per AITC UBC code Use the following table as a guide Type of Beam Span and Nature of Load Value of Effective Length Le 1983 2003 ENERCALC Engineering Software Wood Design Modules 99 Single Span beam load concentrated at center 1 61 Lu Single Span beam uniformly distributed load 1 92 Lu Single Span beam equal end moments 1 84 Lu Cantilever beam point load at unsupported end 1 69 Lu Cantilever beam uniform load w point load at end 1 69 Lu Single Span beam any other load 1 92 Lu Left Fixity Right Fixity Specifies how the ends of the beam will be restrained Wood Section button and entry Use this button to display the database of wood sections The database provides selections for sawn glued laminated and manufactured lumber Please refer to the previous chapter describing using database in th
262. l input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software 196 ENERCALC General Uniform Loads Point Loads Diaphragm Construction Description Using Staples Dimensions North South Length 360 000 4 ft East West Length 180 000 ft HOBSON Celta sas aes eases saree 360 000 4 ft East BStIEnOtI eee ee a Ce 180 000 4 ft Disphr r Walghi eaae 22 00 3 psf Wall 94 UBC Seismic Factor Zlp Cp or Similar 1997 UBC Factor Divided by 1 4 0 183 Eastenerioiz icio EE 14ga North South Length This defines the North South dimension of the diaphragm This length will be used to e Calculate the total lateral load due to the diaphragm s self weight multiplied by seismic factor e Used to divide the total shear at the east and west walls due to north south forces resulting in a shear per foot value which the diaphragm must resist East West Length Please see the description above except reverse all the directions Distance Between Chords Normally the user will enter the same values here as the dia
263. l to the left end of the footing here Modifying this value will alter soil pressure and overturning stability A non zero value will be the projection of the footing beyond the edge of the wall Wall Length The Wall Length previously entered is automatically transferred to this cell and used as the basis of determining footing calculations considering left and right footing projecting lengths Past Right Edge of Wall Enter the distance from the left edge of wall to the left end of the footing here Modifying this value will alter soil pressure and overturning stability A non zero value will be the projection of the footing beyond the edge of the wall Footing Length 1983 2003 ENERCALC Engineering Software 174 ENERCALC This is the summation of wall length and the distance the footing projects beyond ends of the wall Footing Width Enter the footing width to be used is calculations of soil pressure and stability Footing Thickness Enter the footing thickness to be used to calculate of soil pressure and stability Concrete Weight Enter the concrete density to be used to calculate the added vertical load due to the footing weight If you wish to omit the automatic inclusion of footing weight in soil pressure calculations set this value to zero Rebar Cover Enter the distance from the bottom of the footing to edge of the reinforcing f c Compressive strength of concrete Fy Tension yield streng
264. lated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab The data in this section defines the material parameters used in determining the necessary nail spacing for the shear wall YOU enter Plywood Grade Thickness Nail Size and Number of Sides Applied and the program determines the allowable shear values from its internally stored UBC 25 K table The nail spacing and allowable shear values are given 1983 2003 ENERCALC Engineering Software Wood Design Modules 169 General Loads Footing Description Vertical Pt amp Unif Loads amp Lateral Shear amp Drag Loads Wall Dimensions avalliendgtha e EE 15 000 4 ft Vyallblaltiz neret teretes 12 000 4 ft Wall BIS SES SISSE 15 00 4 psf LE le eee amet 0 600 Sheathing Data Plywood Layers 1Side C 2 Sides Plywood Grade Structural gt HAS Me tale N sa SIMMS S ms nn race asaz in SEU Spaca PR turni o 160004 in EndipestElmearnsignt o EE 3 50 4 in Wall 94 UBC Seismic Factor Z Ip Cp or Similar 1997 UBC Factor Divided by 1 4 0 183 Nominal Sill Thick 2x in Wall Length Enter the desired wall length to be used for the analysis This length will be used to determine the shear per foot from lateral loads for design purposes the wall weigh
265. le bending and shear stresses Since this value is applied to allowable values your STRESS RATIO values should always be less than one Center Span TAB This tab allows you to enter span length unbraced length and loads applied to the main span of the wood beam Center Span Length Enter the length of the main beam span Le Unbraced Length Enter the unbraced length of the compression edge of the beam that is to be used for calculation of allowable bending stress based on possible failure of the beam by lateral torsional buckling Uniform Loads You can enter dead and live loads applied to the full length of the center span This load has uniform intensity for the entire beam length 1983 2003 ENERCALC Engineering Software 112 ENERCALC Partial Load Loads Here you can enter a uniform intensity dead and live load over all or just part of the beam s center span X Left is the starting point of the load with respect to the left support X Right is the ending point Leaving both X Left and X Right zero will apply the load to the entire center span Point Loads Up to four dead and live concentrated load can be applied to the center span X Dist is the load s location from the left support Cantilever Span TAB This tab allows you to an optional cantilever along with it s unbraced length and the applied loads Cantilever Length Enter the length of the main beam span Le Unbraced Length Enter the unbraced leng
266. lems Job 97 000001 P O Box 188 Deg MDB Date 8 54AM 25 OCT 03 Descri Corona del Mar CA 92660 escription Coledion of example problems Voice 949 645 0151 Scope Al programs in the Sructural Engineering Library Timber Beam amp Joist Page 1 g Soman Cc 60 Gen pts cow Tim be r Ca icc www enercalc com Si Sw Use c MN OSCOD0 Vers 8 0 10 00 1983 C003 EMERCALC Esgher Description Timber Member Information Code Ret 1997 NDS 2003 IBC 2003 NFPA 5000 Base allowables are user defined Timber Section welt 175 Beam vtcth in 1 750 3 500 125 Beam Depth in 9 250 11 250 19 500 Le Unoraced Length t 000 0 00 2200 Timber Grade Fb Basic Alow psi 14500 1 3000 2200 Fw Basic Allow ps 96 0 85 0 1650 Elastic Modulus ksi 1 700 0 16000 1 800 0 Load Ouration F actor 1 000 100 1000 Member Type Manutf ine Sawn Sawn Repstiive Status Repetive Ne No Center Span Data Span 1 8 50 16 00 200 Dead Load an 23 33 104 00 335 00 Live Load an 6667 96 00 560 00 Cantilever Span Span t 500 Uniform Dead Load it 12 00 Uniform Live Load ana 32 00 Point 1 DL be 572 00 LL be 877 00 ex 1 5 000 Res ults Ratio 0 3279 0 6660 1 1486 max Center n 040 5380 649 77 x 1 425 7 04 11 00 max Cantilever ni 000 4354 0 00 fo Actual psi 4169 1 267 0 20005 Fb Allowable psi 14500 1 4300 17417 Bending OK Bend ing OK One rent fv Actual ps 512 727 1265 Fv_AMbveble psi 850 850 1650 Sheer OK Shea OK Sent OK letEnd DL Ibs 12
267. lems Job 97 000001 PO Rader Dsgnr MDB Dates se peramazon 3 9 Timber Ledger This program provides design analysis for wood ledgers carrying vertical and lateral loads It is intended for buildings where ledgers are bolted to concrete or masonry walls and transfer all loads to the wall via single shear in the bolts Vertical uniform dead and live loads vertical concentrated dead and live loads and horizontal shear can be applied to the ledger Vertical loads are used to calculate maximum moments and shears considering that the ledger is a continuous beam over the bolted supports For the concentrated loads you enter the distance from a bolt and the load spacing The program will then calculate the number of loads that are applied to the ledger between 1983 2003 ENERCALC Engineering Software Wood Design Modules 207 bolts combine that moment diagram with the uniform loads and calculate maximum moments and vertical reactions at the bolts The vertical and horizontal loads are combined to give a resultant maximum force and application angle The Hankinson formula is then applied to determine the maximum allowable force at that angle You may enter live load and short term load duration factors ledger width and depth bolt diameters and whether the ledger is bolted to concrete or masonry for use of UBC allowable increases to bolt shear values Both ledger and bolts are checked for combination of DL
268. live and lateral loads Maximum Moment This is the maximum moment in the ledger analyzed as a continuous beam considering uniform and point loads Maximum Moment amp Stress Ratio Actual bending stress for the ledger using the Maximum Moment Actual bending stress divided by allowable stress after it is modified by the appropriate load duration factor Maximum Shear amp Stress Ratio Maximum shear stresses at the bolts considering vertical loads and a continuous span beam Stress Summary Maximum Vertical Load Using the applied uniform dead and live loads and point loads the maximum vertical bolt reaction is 1983 2003 ENERCALC Engineering Software Wood Design Modules 213 calculated Allowable Vertical Load Allowable bolt shear value perpendicular to grain in wood members adjusted by the load duration factors Maximum Horizontal Load This is simply the applied horizontal shear bolt spacing Allowable Horizontal Load Load Allowable bolt shear value perpendicular to grain in wood members adjusted by the load duration factors Diagonal Component Using a square root sum of the squares combination of the maximum vertical and horizontal loads to the bolts the resultant force is calculated Angle of Resultant Angle of application of the Diagonal Component Hankinson Allowable Using the Resultant Angle and allowable parallel and perpendicular to grain stress values the final allowable force
269. live loading is easily defined Code stress checks are performed for W S H M C MC T P L LL WT ST and MT sections including provisions for thin compression elements and details of Appendix C Reactions shears moments deflections and stresses are given Steel Beam Analysis amp Design Steel Beam Analysis amp Design supplies more extensive design ability than the multi span program Up to 26 point moment and uniform trapezoidal loads may be applied minor axis bending secondary members duration of load factors and optimal section selection is available Torsional Analysis of Steel Beams Torsional Analysis of Steel Beams can fully analyze and section beams subjected to distributed and point eccentric loads bending moments and twisting moments The beam can have pin pin or fix fix torsional and bending fixity conditions and all results use new procedures for rotation and stress calculations Of course full AISC allowable stresses are calculated based on slenderness bracing and moment variations Steel Biaxial Column Design Steel Biaxial Column Design includes all the beam analysis capabilities of our Steel Beam 1983 2003 ENERCALC Engineering Software Steel Design Modules 225 program simultaneously about both axes and combined with eccentric axial loads Support fixity unbraced lengths side sway effective length factors and live short term load combinations are all included in the evaluation o
270. loads are combined at each level and summed down the height of the column UB ENERCALC c ECSS EXAMPLES ECW Multi Story Column Loads Multi Story Column Loads General amp Floor Data Results Description Story Building Add Change Delete Level Jead Load Live Load ps Basic r FU on Reduciblzeducibld I Reduction Factor lt lt All Loads These Columns in k gt gt Lvi E LL Tas m Total Sum fi a L Les bs Diit Floor Level 90700 30 900 0592 250 0622 000 0622 9000 0622 3000 0692 20 000 200 00 0 080 20000 66000 2100 00 0080 20000 66 000 120000 0 080 20000 66000 120000 0 080 20000 75000 1200 00 0 080 N Ww D Be Basic Usage Enter the Unit Dead Live and Non Reducible Live loads acting at each level Also enter the tributary area that the unit loads apply to and the r value you choose from UBC Table 16 C Only the reducible live load will be modified according to the UBC equations Be sure to work from the top of the table downward Example The data entry for this example is shown in the screen captures that accompany the Data 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 87 Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on
271. low Stresses Usage Mode C Determine Size amp Thickness Determine Thickness Only C Check Stresses for Plate Size amp Load Axial Load Vertical load applied to the base plate X X Axis Moment Moment applied to the baseplate via the column Please note that only major axis bending is allowed Plate Height amp Width This item changes it s visible display depending on the Usage Mode specified on the tab at the bottom of the screen If usage mode is Determine Size amp Thickness or Determine Thickness Only this item is not an entry is it displayed as the calculated minimum plate height and width to satisfy stress limits If usage mode is Check Plate for Plate Size Entered amp Loading then these items are shown as entries for you to specify the sizes Height dimension is measured along the Y Y axis of the column Width dimension is measured 1983 2003 ENERCALC Engineering Software 328 ENERCALC along the X X axis of the column Plate Thickness This item changes it s visible display depending on the Usage Mode specified on the tab at the bottom of the screen If usage mode is Determine Size amp Thickness or Determine Thickness Only this item is not an entry is it displayed as the calculated minimum thickness to satisfy stress limits If usage mode is Check Plate for Plate Size Entered amp Loading then this item is shown as an entry for you to specify the
272. ly adjusts cantilever lengths to balance the positive and negative moments e Automatic Beam Depth Determination using the calculated moments and shears 1983 2003 ENERCALC Engineering Software 136 ENERCALC C ENERC ALC c ECSS EXAMPLES ECW Cantibevered Beam System Cantilevered Beam System Tools amp Settings Optimize Cantilevers 7 ner II Design SP Print a XX Cancel vV Save Generai Right Cant Keyz Doubie 1 Key 2 Dounie 2 Key 3 Column Spacing 40 000 pi ft Beam is OK Moments Left Cantilever sen aft Max Left End Max Moment Mid Span Right Cantilever 3 762 f Max Right End Unbraced Length 0 000 B at t Bending Stress Wood Section 5 0x34 5 ai d Beam Width 5 000 B m Shear Stress Beam Depth 345004 in Maximum Shear fe Actual MA ye eee AT ee Beam Type C Sam Glutam Manuf or So Pine FS AMAR LCR cr C Leads Deadload Lie Load Location Deflections Dead Load Uniform 36 0 4 128 0 419 Lett Cantilever 0 109 in Partial 3 3 E Sten 0 00 5 f Center Span 2047 in Right Cantilever 0 217 in End 0 00 a t Point La suos coogt maximum Reactions Qus Point Ld 2 jos 0 00 j f Maximum Reaction 29 879 lbs Point Ld 3 3 D ibs 0 00 Point Ld 4 3 3 ibs 0 003 t era uio ILS 2 846 Point Ld 6 Ibs 0 002 SR PRO RSR 0 600 Point Ld 6 lbs 0 00 44 ft Lorna 0 000 ft Poin
273. lywood diaphragms with self and varying length applied loads e User may vary chord spacing according to needs and obtain chord forces at 1 4 points of span or other locations as specified Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 183 General Uniform Loads Point Loads Diaphragm Construction Description Illustrating Zone Nailing Areas Dimensions North South Length 260 00 4 ft East est kannte oco 180 00 ft Nath SB GRIS cries eco de 260 00 4 ft East West Chords 225765552955 Leer 180 00 4 ft Diaphram IGN he eat x 12 000 4 psf Wall Service Level Seismic Factor or Strength Design Factor Divided by 1 4 0 183 Is Diaphragm Blocked IV Blocking Direction North South North South Length This defines the North South dimension
274. mensions and the analysis will continue for the circular column Le XX for Axial Unbraced length used to calculate compression slenderness This is the distance between elements that support the column from failing by deflecting along the X X axis which is along the column s width dimension Le YY for Axial Unbraced length used to calculate compression slenderness This is the distance between elements that support the column from failing by deflecting along the Y Y axis which is along the column s width dimension Lu XX for Bending Unbraced Length This entry specifies the unbraced length to be used for calculating allowable bending stress in the 1983 2003 ENERCALC Engineering Software Wood Design Modules column This is the distance between lateral supports that brace the beam from failure due to 157 movement of the compression edge along the column s X X axis which is the width direction and are the k Lu values used to determine column slenderness Wood Section button and entry Use this button to display the database of wood sections The database provides selections for sawn glued laminated and manufactured lumber Please refer to the previous chapter describing using database in the Structural Engineering Library Pressing Wood Section will display the following selection window Wood Section Database Select Types to Display v Specify Depth Range Sawn Glued Laminated PowerBe
275. ment and is given only for poles with lateral restraint at the ground surface It equals the maximum allowable passive pressure multiplied by the load duration factor Actual Base of Embedment The allowable passive pressure after application of the load duration factor is multiplied by the footing depth compared with the limiting soil pressure value and the smaller value used This number is then multiplied by the load duration factor to get the final allowable pressure at the base Surface Restraint Force When surface restraint has been specified the lateral force acting at the surface is given The user should verify that this force can be resisted Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 60 ENERCALC Results Sketch 350 00 plf Pole Cross Section Shape 7000 00 Ibs 18 00 ft 350 00 Free to Rotate at Soil Surf 17 12 ft Depth Sample Printout 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 61 ENERCALC Engineering Software Title ENERCALC Example Problems Job st 97 000001 P O Box 188 Dsgnr MDB Date 10 49PM 22 OCT 03 Corona del Mar CA 92660 Description Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering L
276. ment arms for all levels at and above the current level Base Totals This item lists the total base shear and overturning moment at the bottom of the structure Diaphragm Force Distribution Tab This table performs an analysis of the forces to be carried by the floor diaphragm using UBC formula 12 11 General 1997 UBC Building Forces Diaphragm Forces E LU 1 k k 65 00 15 51 0 39 Story Mom Wi Hi ft ta D in 265 04 46 98 875 84 65 93 1 745 95 80 23 2 788 97 Sum Wi 335 00k Total Base Shear 86 88 k 12 025 0 k ft Base Moment 3 918 4 k ft Sum Wi Hi Wpx This is the weight of the floor system at each level and is the same as Wi which the user entered in 1983 2003 ENERCALC Engineering Software 84 ENERCALC the previous table This value is automatically transferred down from the earlier input cells Lat Force This is the force that the diaphragm at each level must be designed to adequately carry and is the result of UBC formula 28 9 To arrive at the final Fpx the Fp is calculated at each level and compared with the maximum value of 0 75ZI times Wi at each level and the minimum of the two is used Diaphragm Fpx This is the calculated force that must be applied at each level and is equal to the Lateral Force value calculated in the preceding table Sketch Tab This tab provides a sketch of the beam with loads
277. n 0 199 in at 9 460 ft Stress Check Comments XX Axis Fa calc d per Eq E2 1 K Lir lt Gc XX Axis XX Axis YY Axis YY Axis Beam Major Axis 102 000 Ch Fy 5 lt LT lt 610 000 Ch Fy Beam Major Axis Fb per Eq F1 8 Fb 12 000 Ch Af 1 d Fa calc d per Eq E2 1 K Lir lt Gc Beam Minor Axis Passes Table B5 1 Fb 0 75 Fy per Eq F2 1 Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 292 ENERCALC Summary Details Sketch Printing Axial DL 65 10k Axial LL 42 80k Axial ST 0 00k 4 LII 8 00 x 2i 16 50 ft CD XX Axis Dist Ld DL 1 0 LL 0 0 ST 0 0 k ft 5 001 Y Y Axis Dist Ld DL 2 0 LL 0 0 ST 0 0 k ft 12 00 gt XX Axis Point Load DL 1 0 LL 0 0 ST 0 0 k 2 0C Y Y Axis Point Load DL 1 0 LL 0 0 ST 0 0 k 16 0 Mx Top DL 12 0 LL 0 0 ST 20 0 k ft QM MxBetween DL 12 0 LL 0 0 ST 0 0 k ft Mx Bottom DL 12 0 LL 0 0 ST 0 0 f Printing Tab This tab allows you to control which areas of the calculation to print Checking a box will signal that the information described by the item will be printed However if there is no information in for a particular selection it will not be printed So these checkboxes are best described as If t
278. n criteria All that is required is for you to specify the allowable stresses and desired beam width Assumptions And Limitations 1983 2003 ENERCALC Engineering Software Wood Design Modules 95 User must enter ACTUAL not nominal beam width and depth for analysis The program calculates the required depth and the user can then enter the beam depth to be used for an exact analysis of stresses The following span condition is not permitted Automatic Member Design This program automatically selects member depth requirements for single or multiple span beams By pressing Design you will access the design window This screen allows you to e Specify dead live and dead live load Span Deflection ratio limits e Specify overstress limits for bending and shear forces e Specify a minimum dimension to increment beam depths when determining a required depth Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right
279. n on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab collects all the analysis information except loading 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 25 General Uniform Loads Point Loads Moments Description Beam with Fixed amp Pinned ends Beam Span 24 500 4 ft Depth 18000 4 in Width 36 000 4 in Left End Fixity Right End Fixity C Free C Pinned C Free Pinned C Guided Fixed C Guided Fixed Elastic Modulus 31220 4 ksi Subgrade Modulus 231 000 4 pci Gross 17 495 00 in4 Beta Length 4 106 Load Factoring iy Dead Loads 1 400 4 Current Load Combination j Dead Loads Only Live Loads 1 700 B Dead amp Live Loads C Shor Term Loads 1 550 t C Dead amp Short Term Loads Overall Factor 0 830 4 Dead Live amp Short Term Loads Rotation Factor Set To 1 0 Deflections Factor Set To 1 0 Soil Pressure Set To 1 0 Iv Beam Span Enter the length of the beam between end supports Depth amp Width Enter the beam depth and width to be used for calculation of moment of inertia End Fixities Free Indicates the beam end has no vertical horizontal or rotational restraint Guide
280. n renean cuna Enn De nuin eL anne eme kx a Eae a ta enne te 165 7 Horizontal Plywood Diaphragm ss nennen nnne nnne inn nnn riens 180 8 High Load Plywood Diaphragm eene nennen nnne rnnt nnne nnn nnne nnn nini 193 9 Timber Ledge aranin anie a aaraa EAA ncn erect reuse ence eren eene en 206 10 Bolt Group in Timber Member seen eee eeeeseaeeeseeeeee sen eeaeeaeeeseeeseeeeeeeeaee 215 Part IV Steel Design Modules 224 1 Multi Span Steel Beamm inrer teer rr enr Aaaa ane nn tee trente tient aaia anaa Hai 225 2 Single Span Steel Beam ss ssnnnnneennneneeennnnneennnnnennennenneneensnnennes 242 9 Steel Beam w ATOESIOn reri teinte Der ir denter oed ke dae ing recent ane mener ru Re An Ra ae times 260 4 Steel Colum mee mR M 279 5 Composite Steel Beamer le rele o seen a Aaaa Eae an meN Eana Daanan en peter 295 6 B sse db 321 7 Bot Gro b 5255 LEE 332 1983 2003 ENERCALC Engineering Software ENERCALC 1983 2003 ENERCALC Engineering Software Foreword This software system was designed and developed to give the practicing Structural Engineer a tool to rapidly perform structural analysis and design of building components The design philosophy has remained the same for the last 20 years provide software that is a fill in the blanks tool with instant recalculation and review of the r
281. nd the pressures give To calculate the total force per level the individual pressures are totalled for 1 2 the level height above and below 1983 2003 ENERCALC Engineering Software 76 ENERCALC Sample Printout 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 77 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDE Date 8 07PM 23 OCT 03 EOM Description collection of example problems Corona del Mar CA 92660 P Collection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com Re 30000 ser KW 0600001 Ver 5 8 0 10 Sep 20 E i Page 1 i 383 2003 ENERCALC ovat ng Software Multi Story Wind Forces clecddlexamples ecw Anay sis Calcs Description Example Problem 1 General Information Calculations per 1997 UBC Exposure C Qs Wind Stagnation Pressure 23 200 psf Ca Pressure Coefficient 140 Basic Wind Speed 95 0 mph Parapet Height 5 000 ft Importance Factor 1 00 Load Information for Each Level Design Lateral Level Level Height Exposed Width Ce Cq Pressure Force Story Shear Story Moment 1 45 000 1 060 1 400 1452 Shear at Base Level 10 070 k Total Base Wind Shear 132 181 k Total Base Wind Moment 4 882 056 k ft 2 8 Multi Story Seismic Load Analysis This program provides analysis of lateral seismic forces on multi sto
282. nding Stress This is the maximum flange bending stress See Results Details tab Maximum Flange Shear Stress This is the maximum flange or web shear stress See Results Details tab Maximum Deflection Center span deflection is the maximum magnitude positive or negative between the supports Maximum Rotation Using the applied loads and their torsional eccentricities the maximum rotation and its location from the left support is given Results Details Tab This section provides analysis results for various combinations of dead live and short term loads Each column gives values for the combination listed at the top 1983 2003 ENERCALC Engineering Software 272 ENERCALC Results Sketch Diagrams Printing Summary Details Bending DL LL DL LL DL LL ST Allowable 23 76 23 76 23 76 23 76 ksi Stress Ratio 0 821 0 199 0 959 0 959 Shear Flange Bend VVarp Tors 8 73 1 93 10 66 10 66 ksi Web Bend Warp 6 61 1 49 8 10 8 10 ksi Allowable 14 40 14 40 14 40 14 40 Stress Ratio 0 607 0 134 0 740 0 740 Moments Left k ft Center 43 24 12 66 55 40 55 40 k ft Right k ft Reactions Left 14 70 337 18 07 18 07 k Right 9 30 KK 12 67 12 67 k Deflections 0 062 0 018 0 080 0 080 in X Dist to Max 7 20 7 50 7 20 7 20 ft Rotations 0 046 0 012 0 057 0 057 rad A Dist to Max 6 80 7 40 6 90 6 90 ft Bending This item gives stresses in the flange due to combined bending an
283. ner Size can be either 10d nails or 14 gauge staples Applied Loads are used to transmit wind or seismic forces to the diaphragm For wind analysis the wind load on the tributary portion of the exposed structure is entered For seismic analysis enter the actual tributary weight before applying a seismic factor Review Nailing Requirements This table is used to iteratively design the diaphragm on a ZONE basis Each row represents the diaphragm construction for the nail spacings listed under Spacing Req d The values YOU enter for Framing Size Plywood Thickness Plywood Grade and Nail Size will be used to retrieve an allowable Shear Value from the internal UBC table The Zone Distance indicates how far from the wall that particular construction and nail spacing must be used If Zone Distance is Zero then that particular nail density diaphragm construction is NOT NEEDED The next lower nail spacing construction type should be used at the wall When no shears exceed the allowable for 6 6 12 spacing all Zone Distances will be 0 and the typical nail density construction type can be used e Refine Plywood Values and recalculate as required so that the nail density and shear values can adequately resist the shears Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for al
284. ner with an easy way to determine the allowable cut off points for different nailing densities The table basically represents the diaphragm from one end to the other You may specify a particular diaphragm construction to be used for the noted zones by changing the Nail Size Plywood Grade and Thickness values for each nailing density line From your entered data the program will calculate where that specific nailing area may be stopped measured from the wall and the lower diaphragm capacity used indicating the transition in actual shear stresses Between the wall and Zone Distance the diaphragm construction must meet or exceed the shear values listed for that row When the Zone Distance equals zero this indicates that particular diaphragm specification for the particular nailing is not required When the Zone Distance is displayed as NA this indicates that the actual diaphragm shears are higher than the diaphragm specification is capable of taking Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper The sketch is designed to show the various nailing zones in different colors Within each zone a certain diaphragm design is required according to the framing size thickness grade and nail spacing that are developed in the previous input and Diaphragm Design tab 1983 2003 ENERCALC Engineering Sof
285. ng of the trapezoidal load is applied To specify loads on the left cantilever these values should be negative 1983 2003 ENERCALC Engineering Software 250 ENERCALC General Uniform Trapezoidal concentrated Moments Section Trapezoidal Loads 1 Dead Ld Left 4 Right 4 k ft Liveld Left 0 025 4 Right 0 500 4 k ft Short Ld Left 4 Right 4 k ft X Left 37 250 B ft XRight 55 500 S ft 2 Dead Ld Left EB Right B k ft LiveLd Left 4 Right E k ft Short Ld Left Right 4 k ft X Left 0 000 ii ft XRight 0 000 4 ft Concentrated Loads Tab You may apply up to eight point loads with dead live and short term components The Dist value refers to the distance from the left support to where the point load is applied To specify loads on the left cantilever Dist should be negative General Uniform Trapezoidal Concentrated Moments Section Point Loads 1 2 3 4 Dead em 123004 42454 4 k Live 10 500 10 500 4 2 796 4 k Shot 4 s 4k Location 3 500 44 41 000 4 55 500 4 0 000 ft 5 6 7 Dead t 4 k Live ii B 4 k Short B y 4 k Location 0 000 4 0 000 0 000 4 ft Moments Tab Up to eight moments with dead live and short term components may be applied anywhere on the span Moments with a positive sign impart a counterclockwise torque to the beam 19
286. nimum 11 86 k at 16 071 ft Moment Maximum 46 17 k ft at 8 722 ft Minimum 101 79 k ft at 0 000 ft Rotation Rotations Calc d using Factored Loads Maximum 0 00038 rad at 18 228 ft Minimum 0 00054 rad at 4 606 ft Deflection Deflections Calc d using Factored Loads Maximum 0 000 in at 0 000 ft Minimum 0 046 in at 11 270 ft Soil Press Soil Pressure Cale d using Unfactored Loads Maximum 1 330 3 psf at 11 270 ft Minimum 0 0 psf at 0 000 ft Values Beam Ends Reaction Left 31 47 ft Rotation Left 0 00000 rad Reaction Right 2 58ft Rotation Right 0 00031 rad M amp Left 101 79 k ft Defl Left 0 000 in M Right 0 00 k ft Defl Rt 0 000 in Shear Reactions Maximum positive and negative shears and the locations where they occur are given by checking the span at 250th points Moments Maximum positive and negative moments and the locations where they occur are given by checking the span at 250th points Rotation Maximum positive and negative rotations and the locations where they occur are given by checking the span at 250th points Deflection Maximum positive and negative deflections and the locations where they occur are given by checking the span at 250th points Soil Pressure Using the deflection values given above and multiplying by the subgrade modulus gives the soil pressures The basis of the calculation is Spring Force Distance Force Ma
287. nine loads can be applied between each column The two uniform load entries allow a full length and partial length load to be applied The partial length load can be used to apply a different load to the simple span beam than to the adjacent cantilevers Point loads can be applied anywhere between the supports the 1983 2003 ENERCALC Engineering Software Wood Design Modules 137 program uses the X Dist values to apply the load to the cantilever or simple beam Unique Features With this program you can either analyze or optimize the design of a series of simple span and cantilever beams e By specifying a cantilever at only one end of a double cantilever beam you can simulate a Single Cant Simple Span Single Cant condition e The program automatically checks the location of the point loads specified in Simple Span columns and determines if they rest on the cantilever or simple span beam e The maximum shear and reactions are calculated by skip loading When the program flag Skip Load Live is set to YES the live load is placed on spans as follows e For all Simple Span Beams full live load is always placed on the entire span e For maximum Cantilever moments live load is applied to the cantilever and adjacent simple span beam e The following placements apply to cantilevered beams for calculating moments between supports and maximum end shears and reactions e For Maximum Moment t live load is not applied
288. nned free or infinite e Up to 7 uniform loads 11 concentrated loads and 5 applied moments UB ENERCALC c ECSS EXAMPLES ECW Beam on Elastic Foundation Beam on Elastic Foundation Settings ner General unio Loads PointLoads Moments Description Beam with Fixed amp Pinned ends Shear Maximum Minimum 3147 k at 11 85 k at Beam Span 24 500 3 ft Moment Denth 3 Maximum 45 17 k ft at JH 15003 in Minimum 10179 k ft at Width H i st 36 000 SE Rotation Left End Fidty Right End Fixity Maximumz 2153 0 00038 rad at C Free C Pinned C Free 6 Pinned Minimum 0 00054 rad at C Guided Fixed C Guided C Fixed Deflection x Maximum 0 000 in at Elastic Modulus 3 122 0 3 ksi Minimum 0 046 in at Subgrade Modulus 231 000 aj pci Soil Press Gross 17 496 00 in Maximum 1 330 3 psf at Beta Length 4 105 Minimum 0 0 psf at Load Factoring TERRE AERE I n Daad Loads 1400 4 urrent Load Combinatio Live Loads 13 ep pure d ead amp Live Loads Val Beam Ends Short Term Loads 1 550 4 alues Beam m C Dead amp Short Term Loads Reaction Left 31 47 ft Rotation p Left Overall Factor 0 830 3 Dead Live amp Short Term Loads Reaction Right 2 58 ft Rotation Right M Left 101 79 k Def Lef Rotation Factor Set To 1 0 r M 2 Right 0 00 kh Du 2 e Deflections Factor Set Ta 1 07 nm G Soil Pressure Bet To
289. ntilever use negative distances General Uniform Loads Point Loads Moments Section Props Auto Calc Beam Weight E Uniform Loads Dead Load Live Load Short Term Tl 1 000 t 0 450 B 4 k ft Ecc from Beam CL 4 500 4 in 2 4 E k ft Ece trom Beant Gi 0 0 000 in 3 4 4 k ft EccstramiElgamibiE E 0 000 E in 84 4 4 k ft Ecc from Beam CL 0 000 t in Point Loads Tab You may apply up to eight point loads with dead live and short term components The Dist value refers to the distance from the left support to where the point load is applied To specify loads on the left cantilever Dist should be negative 1983 2003 ENERCALC Engineering Software 268 ENERCALC General Uniform Loads Point Loads Moments Section Props Point Loads Dead Load Live Load Short Term ris Emi Eccentricity 6 000 4 in Eccentricity 0 000 in CC 4 4 4 k Eccentricity 0 000 i in Location 0 000 B ft Eccentricity 0 000 4 in k Location 0 000 E ft Eccentricity 0 000 B in 3 k Location 0 000 ft Eccentricity 0 000 4 in k Location 0 000 ft l T Moments Tab Up to eight moments with dead live and short term components may be applied anywhere on the span Moments with a positive sign impart a counterclockwise torque to the beam
290. o the Fb Basic Allowable to reduce the allowable bending stress based on unbraced compression edge lengths 1983 2003 ENERCALC Engineering Software Wood Design Modules 129 Sxx amp Area Section properties for the beam being analyzed Max Moment Sxx Required Fb Allowable Span This is a summary of important bending analysis values at the three critical locations in the beam Shear Analysis Design Shear By dividing the entire beam into 250 increments the maximum shears are determined by applying live loads on various portions of the beam to create maximum effects on either side of the supports and mid span Then all loads within a distance equal to the beam depth from the end of beam are subtracted and the result multiplied by 1 5 Area Required Required shear area of beam calculated by Design Shear FV Allowable Fv Allowable Fv is equal to the allowable shear stress times load duration factor Bearing Supports Maximum reactions at each support are divided by allowable bearing stress and beam width to determine the required length of bearing Summary Deflections Tab Dead Load amp Total Load Values Dead load deflections represent the calculated deflections when the entered dead load and beam self weight if chosen is applied to the entire span Total load deflections represent the MAXIMUM deflections at each location on the beam Deflection Location amp Length Defl Ratio This area gives the
291. o use for determining the sections allowable stress how to consider unstiffenned elements and many other code checking items Change Will display the same window as above but allow you to change section properties 1983 2003 ENERCALC Engineering Software Steel Design Modules 265 Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD amp LRFD Design Modes Allowable Stress Design and Load amp Resistance Factor Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book More detailed LRFD documentation will be added and will be available in the electronically delivered versions of this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlp e Internet HTML help documentation presented as web pages at www enercalc com sel_help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 3 00 k oe sn t oor UU Data Entry Tabs This set of tabs provides entries for all input in this calcula
292. oads not torsional forces Only Fix Fix and Pin Pin conditions are allowed Steel Section This is where you specify the rolled steel section to be used in the design There are two ways to enter amp specify the section e Use the Section button to retrieve the section from the built in steel database See the description given previously for more information e Type in the section name and the program will automatically look through the database for a match Upper or lower case is fine If found the name and numeric section properties will be retrieved into this calculation The numeric properties will be seen on the Section Properties tab Fy 1983 2003 ENERCALC Engineering Software Steel Design Modules 267 Yield stress of the steel used for the member being analyzed All allowable stresses are calculated in accordance with the latest AISC Specifications Load Duration Factor This factor applied to the calculated allowable stresses and displayed as Allowable Stress in the Summary section Elastic Modulus Although rarely does this need to be changed enter the elastic modulus of the steel material Uniform Loads Tab Up to seven full or partial length uniform loads with dead live and short term components may be applied anywhere on the span The Start and End values refers to the distance from the left support to where the beginning of the distributed load is applied To specify loads on the left ca
293. ocation 0 000 ft 2 T k Location 0 000 ft 3 k Location 0 000 ft i Section Properties Tab This secondary tab is where the steel section properties are listed The properties shown here are used for the calculation Also given are the calculated transformed section properties for the beam 1983 2003 ENERCALC Engineering Software 308 ENERCALC General Dead Loads Live Loads Const Loads Section Props was Depth 38 200 in Width 11 810 in Flange Thick at in Web Thick 0630 in Area Bs in2 Weight 14878 aft Ixx Steel Only 9780 00 in4 Optional Bottom Flange Cover Plate Plate Width fin Plate Thick fin Transformed Sction Properties steel 9 780 00 in4 S steel top 512 04 in3 S steel bottom 512 04 in3 transformed 26 324 27 in4 Strans top 2 710 71 in3 Strans bot 752 36 in3 Strans eff bot 752 36 in3 n Strans eff top 21 806 0 in3 X X Axis from Bot 34 99 in Vh 100 788 40 k Optional Bottom Flange Cover Plate These two entries allow you to add a steel plate to the bottom flange of the beam Many times existing beams are strengthened by raising up the beam to release loads welding on a plate to the bottom flange and then releasing the beam so that the cover plate comes into play creating different transformed section properties I Steel Moment of inertia of the entire steel section with added cover plate but not including c
294. of the calculations contains data then print it Results Sketch Notes Printing Please select printout sections to be printed General Information Iv Loads Iv Summary v Stress Details Iv Notes E Note When all are selected the software will still omit unused sections Sample Printout 1983 2003 ENERCALC Engineering Software Wood Design Modules 165 ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 1 55PM 25 OCT 03 Corona del Mar CA 92660 Description Colection of example problems Voice 949 645 0151 Scope All programs in the Structural Engineering Library www enercalc com User JV ETT Timber Column Design a 2 863 2008 ENER CALC Engineering Software ce cSovexamgles cow Timber Cables Description Column Subjected to Additional Side Load Code Ref 1997 NDS 2003 IBC 2003 NFPA 5006 Base allowables are user defined General Information Wand Sectian FR _ olumn Heidi ae Le XX for Axial 1175 f Rectangular Column Load Duration Factor 100 Le YY for Axia 3 50 f Solumn Depth 7 Ein Re 1250 00 ps Lu XX for Bending 10 50 f Width 5 SO ir Fh 1750 00 ps Sawn E Elastic Modulus 1600 ks Loads Dead Load Live Load Short Term Lead Axial Load 5 000 00 lbs 000 lbs 0 00 lbs Eccentricity C 000 in Eccentric Side Load 000 00 Ibs 000 lbs 0 00 Ibs Side Load Eccentiaty 5 00 in 0 00 in 0 00 in Side Load Dist
295. of the diaphragm This length will be used to e Calculate the total lateral load due to the diaphragm s self weight multiplied by seismic factor e Used to divide the total shear at the east and west walls due to north south forces resulting in a shear per foot value which the diaphragm must resist East West Length Please see the description above except reverse all the directions Distance Between Chords Normally the user will enter the same values here as the diaphragm lengths When the distance between the chords is more or less than the length enter these new distances here and they will be used to determine the chord forces An example where this might be necessary is when a building has a very broken up side and there is no way to run a continuous tension chord member along the wall In those cases you would use a line of beams with heavy straps tying them together when interrupted at a connection or other break Length Width Ratio Equals Maximum Dimension Minimum Dimension most codes limit to 4 1 Diaphragm Weight Defines the actual self weight of the plywood diaphragm before any adjustments for seismic factor This value will be multiplied by the Length Width and Seismic Factor to determine the total lateral force acting This weight is in addition to the Applied Boundary Loads as detailed below SET THIS ENTRY TO 0 FOR WIND LOAD ANALYSIS Enter the wind loads in the section titled Applied Load in N S amp E W Direction S
296. omy of this type of framing system can be improved when the positive and negative moments are nearly equal in magnitude thereby fully utilizing the beam Live load is automatically applied to various span combinations to give maximum reactions shears moments and deflections Using the column layout of the calcsheet you can model a variety of different framing systems The following span combinations can be used to model a line of beams having up to eight beams e Single Cantilever Simple Span Single Cantilever e Simple Span Double Cantilever Simple Span e Simple Span Simple Span Simple Span On each span you can apply one uniform load one partial length uniform load and four point loads each having dead and live components NOTE When entering loads in the various calcsheet columns keep in mind that the load is applied to beams and cantilevers located between the supports NOT JUST TO THE BEAM REFERRED TO IN THE COLUMN TITLE This enables you to simply specify the point load locations and the program will determine if it applies to the simple span beam or the adjacent cantilevers The program also offers some general design options e Automatic live load alternate span placement e For laminated beams specification of lamination thickness for automatic design e Consideration of load duration factors for live and or snow loads e The program also offers two unique abilities e Automatic Cantilever Balancing This feature automatical
297. on equations are evaluated Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 7 50 in T SRT lbs ME y lbs EE lbs 10 50 ft 8 00 ft nat to scale 8 00 ft Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software 156 ENERCALC General Loads Description Column Subjected to Additional Side Load Total Column Height 10 500 ft Le X X for Axial 11 750 B ft Le Y Y for Axial 8 500 zt Lu XX for Bending Unbraced Length 10 500 4 ft Column Shape Rectangular Circular Wood Section 8x8 Column Depth 7 50 E in Width 750 jin Sawn C So Pine GluLam C Manufactured Stress Fc Parallel 1 250 0 4 psi E 1 800 0 ksi Load Duration Factor 1000 Total Column Height When you wish to analyze a circular column the diameter is entered here Please note that any entry in this location except zero will overwrite the depth width di
298. oncrete area S Steel Top Section modulus of steel section with added cover plate not including concrete area for calculation of top of beam stresses S Steel Bottom Section modulus of steel section with added cover plate not including concrete area for calculation of top of beam stresses I Trans Effective 1983 2003 ENERCALC Engineering Software Steel Design Modules 309 Transformed moment of inertia of the section when concrete slab is combined with the steel section and optional cover plate Used to determine the transformed section modulus and for live load deflection calculation If partial composite action has been specified this value is adjusted for the effect of partial composite action Ieff Isteel Itrans Isteel V h Vh 2 Where V h is the adjusted shear stress based on the number of shear connectors used If partial action has not been specified the full value of Icomposite is used S Trans Top Transformed section modulus at top of steel beam This is used to calculate n STR for use in calculating concrete stresses S Trans Bottom Transformed effective section modulus including concrete area and optional cover plate Also used to determine partial shear force when S tr required is less than S tr supplied for calculation of required number of shear connectors Actual STR Effective This is the actual STRANS being used The effective transformed section modulus is the calculated
299. one beam continuous over the support Fixed will attach the beam end to a rigid boundary element allowing no rotation or vertical movement and not linked to the adjacent beam When Spans Considered Continuous Over Support is chosen e Free will indicate that the end is completely free of the support allowing translation and rotation e Pinned will allow the beam end to rotate but not translate e Fixed will attach the beam end to a rigid boundary element allowing no rotation or vertical movement Fy Steel yield stress used to determine allowable F b and Fv Typical Span Tab 1 to 8 Each tab that shows 1 through 8 specifies information for one of the beams of the multi span beam Tab 1 is the left most beam and you work to the right to define additional adjacent spans 1983 2003 ENERCALC Engineering Software 232 ENERCALC General 1 e2 3 4 s Jee ez e Span Description xj Span 8004 f Unbraced Length ooog ft Left Fixity Free Right Fixity Pinned Steel Section fo wzxnb Loads Section Properties Loads Apply Live Load This Span Iv Dead Load Live Load Uniform 1 750 1 450 B k ft Partial 4 4 kift Trapezoidal Left 0 850 4 0 650 B kift Right 4 B kft Point Ld 1 Point Ld 2 Point Ld 4 3 RO vU lA UNES DES 1 Moment Span Description Enter a brief description of this span Leaving it blank
300. onsidering beam slenderness This factor will be applied to the allowable bending and shear stresses to increase decrease the beam s capacity based upon the nature of the applied load Repetitive Member Flag Check this box if the multi span beam can be considered to be a repetitive member according to NDS definitions Typical Span Tab 1 to 8 Each tab that shows 1 through 8 specifies information for one of the beams of the multi span beam Tab 1 is the left most beam and you work to the right to define additional adjacent spans 1983 2003 ENERCALC Engineering Software 98 ENERCALC General 1 le 3 Span Description Unbraced Length Cem RIRI mee Rights PPP Wood Section Bearn rne ee e pu E 5 125 S in Beam Depth ee ce 16 500 4 in Beam Type C Sawn Glulam Manuf or So Pine Loads Apply Live Load This Span Dead Load Live Load Uniform 144 0 260 0 4 sf Partial Trapezoidal j Point Load 1 Paint Load 2 1 Ibs at Point Load 3 lbs at ind Point Load 4 Moment Span Description Left 4 E Hift Right ill E at Lal I d Lad E Gal Lal TE 15 00 S f 0 000 4 ft 5 1 25x16 5 Start 0 004 ft End 15 004 ft Start 0 004 ft End 15 004 ft _Location_ B Ibs at 0 000 ft 0 000 ft it lbs at v0004 f ooog Enter a brief description of this span Leaving it blan
301. ors governed the calculation of allowable bending stress The internal AISC code checking system can evaluate allowable stresses for all members EXCEPT SINGLE AND DOUBLE ANGLES Although the program will calculate actual bending stresses THE DESIGNER MUST DETERMINE IF THE BENDING IS VALID DUE TO THE UNEQUAL CROSS PRODUCT NATURE OF THE SECTION For all sections allowable stress calculations are based on lateral torsional buckling tendencies and compact section criteria You will notice that a message regarding allowable axial stress will also be displayed and this is only valid for the Steel Column program Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 256 ENERCALC Results Sketch Diagrams Printing 22 80 k 22 90 k 7 04 k ces kate TIENNE eiu 0 02 k ft AT 0 50 k ft 50 ft Mmax 505 05 k ft Dmax 0 6699 in Mmax left 505 05 k ft Mmax right 84 07 k ft Lmax 54 868 k Rmax 57 305 k Ymax left 54 868 k Vmax rt 39 403 k Defl right end 0 4073 in Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the be
302. ou will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to chose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed as a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EE AISC Handbook Edition AISC Sth 7 Area i ing xx i ind Depth onh lyy ein Flange Width on Flange Thickness 9 in xcg in Web Thickness zai in Yeg 3j in x cance Poa The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method to use for determining the sections allowable stress how to consider unstiffenned elements and many other code checking items
303. ove the database list of sections you will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to chose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed as a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EEI AISC Handbook Edition AISC Sth 7 Area v ing xx oo in4 Depth co lyy 0 ind Flange Width on Flange Thickness 9 in xcg i in Web Thickness H in Yeg 3 in x cance 2o The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method to use for determining the sections allowable stress how to consider unstiffenned elemen
304. p Moments Point and moment dead and live loads can be applied anywhere on each span Loads with negative X distances or distances that are longer than the span are ignored e Modify beam sizes To refine your design either type in a new section name and recall the data from the database see next and review the stresses and deflections Unique Features e This program has the unique ability to easily analyze and design beams with a variety of span and support conditions e Full AISC code checks are made considering length effects on allowable bending stresses e A simple flag can be set on any span to ignore all live loads on that span making alternate span loading analysis easy e Very flexible loadings may be applied to each span including three uniform partial trapezoidal loads e The program can perform automatic member selection using stress and deflection criteria All that is required of you is to specify the allowable stresses and desired beam widths Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc there will be a button that looks like this This button displays the steel section database as shown below 1983 2003 ENERCALC Engineering Software 228 EN ERCALC Steel Section Database Section Type to Display Steel Database HP JR t TS HSST L WT e AISC Sth C AI
305. pan Query Values In this area you can enter a distance location along the span measured from the left support ad have the shear moment and deflection at that location calculated Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Steel Design Modules 237 Results Sketch Diagrams Printing 1 2 ws laa las lao wz las 3 20 kere NN 20 n sr TIM Mmax 0 00 k ft at 0 00 ft from left Dmax 0 0823 in at 0 00 ft from left Mmax right 134 39 k ft DL Reaction 0 000 k DL Reaction 53 691 k LL Reaction 0 000 k LL Reaction 14 032 k Total Reaction 0 000 k Total Reaction 67 723 k Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software 238 ENERCALC Print Diagram 1 2 deo sa as es Jer Jes Lire ft J Wome ment kip feet Shear kips EN EE E 00000 25 4651 25 0567 24 6484 24 2401 23 8317 23 4234 23 0151 22 6067 22 1984 21 7901 21 3817 20 9734 20 5651 20 1567 19 7484 19 3401 18 9317 18 5234
306. phragm lengths When the distance between the chords is more or less than the length enter these new distances here and they will be used to determine the chord forces An example where this might be necessary is when a building has a very broken up side and there is no way to run a continuous tension chord member along the wall In those cases you would use a line of beams with heavy straps tying them together when interrupted at a connection or other break Length Width Ratio Equals Maximum Dimension Minimum Dimension most codes limit to 4 1 Diaphragm Weight Defines the actual self weight of the plywood diaphragm before any adjustments for seismic factor This value will be multiplied by the Length Width and Seismic Factor to determine the total lateral force acting This weight is in addition to the Applied Boundary Loads as detailed below SET THIS ENTRY TO 0 FOR WIND LOAD ANALYSIS Enter the wind loads in the section titled Applied Load in N S amp E W Direction Seismic Factor Working stress level seismic factor will be applied to the diaphragm self weight and boundary loads to 1983 2003 ENERCALC Engineering Software Wood Design Modules 197 determine the total lateral force acting on the diaphragm Remember enter all lateral loads without any factors applied Various codes specify this value in either Working Stress or Factored Loads For instance the recent UBC and IBC codes use a higher factored lo
307. pie Problems Dsgnr MDB Description Collection of example problems Steel Beam wi Torsional Loads Singe offset point load mid span Job 97 000001 Date 330PM 26 OCT 03 All programe in the Structural Engineering Library General Information Code Ret AISC Sth ASD 1997 UBC 2003 IBC 2003 NFPA 5000 Stea Section W12X40 Fy 3600 ks Load Duration F actor 100 Beam Span 15 00 1 Beam t Ignored Torsional End Fixity PinPin Unbraced Length ooon Bending E nd Fixity PinPin Elastic Modulus 29 000 00 ksi Point Loads Using VV12X40 Span 15 00 Fy 36 Oksi End Finty Bendings Pinned nned Torsion Pinned Pinned Max Flange Bendng Stress Allowable Flange Stress Ratio Max Flange Shear Stress Allowable Flange Stress Ratio 23 54 ksi 23 76 ksi 0991 1 8 76 ksl 14 40 ksi 0 608 1 Max Deflection Max Rotation 0 070 in 0 05204 rad Summary Analysis E Flange Bend Warp Allowable Stress Ratio Flange Bend WVerp Tors Web Bend Warp Allowable Stress Ratia Moments Let Center Right Resdions Let Right Defiectons X Dist to m aximum Rotatons X Disi to maximum Fa cak d per Eq E2 1 K L lt Cc Beam Passes Table 85 1 Fb per E 2354 ks ksi 2354 ka 2376 ks 2376 ksi 2376 ks 0 991 1 0 991 1 8 76 ka ksi 23 76 kg 636ks ksi 636 ks 1440 k9 1440 ksi 1440 kd 0 608 1 1 0608 1 ka Lt ka 21 60 k4 Lt 21 60 k4 ka Lt ra 720k k 720k 180k k 180k 0 070 in 0 070 in 650t 1500 ft 6
308. pth class 14 a channel C9x15 is in depth class 9 and a L5x3x1 4 is in depth class 5 Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequal dimension sides Equal Legs Long Leg Vertical Short Leg Vertical These three buttons appear when you have chosen to display section type LL These control the display of sections between pairs of angles with both sides of equal length of unequal side length angles paired with the LONG side together and unequal side length angles paired with the SHORTside together Square amp Rectangular Tubes These two buttons appear when you have chosen section types TS or 1983 2003 ENERCALC Engineering Software Steel Design Modules 283 HSS T These are square tubular sections You can choose to display only square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate above the database list of sections you will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to chose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed a
309. r the basic dead load to be included in the summary This load may vary from level to level Non Reducible Live Load Enter the live load that IS NOT reducible based on tributary area Reducible Live Load Enter the live load that IS reducible based on tributary area Floor Area This represents the tributary area that will be used to determine the actual dead and live load acting on the column at a particular level This area may vary from level to level Reduction Factor UBC Section 2306 Reductions The reductions used in the program to automatically determine the live load reduction based upon tributary area are based on UBC section 2306 Formulas 6 1 and 6 2 are used to determine the maximum live load reduction The user should indicate in the space provided whether the 60 9o maximum reduction rule should be used for the loads added when two or more levels receive loads Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab displays a table of the resulting calculated values for each floor level The order of the floors displayed is the same as for the input table 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 89 R
310. rcalc com Use I KOED 000 1 Vi 5 8 0 10 5op 200 1983 2005 ENERCALC Eid Steel Beam Design Title ENERCALC Example Problems Job 9700001 Degnr MDB Date 2 56PM 26 OCT 03 Description Collection of example problems Scope All programs in the Structural Engineering L brary Page 1 bier Soman COCOS VICA DE Ee CN SN Ca EX Description Fixed Cantilevered Beam General Information Code Ref ASC amp h ASD 1997 UBC 2003 IBC 2003 NFPA 5000 Stee s W27 4 Y 600 Fsi pe x Fixed Pinned Load Duration F actor 1 00 Center Span 48 50 1 Bm M Added to Loads Elastic Modulus 28 000 0isi Let Cant 0001 LL 8 ST Dont Ad Together Right Cant 7 50 ft Lu Unbraced Length 1600 1 Distributed Loads ST Let ST Rigt Start End 37250 t 55 500 t 81 82 3 DL 0 510 LL 0 340 ST Stait Location End Location 55 500 Trapezoidal Loads 1 DL Let LL Left 0 025 DL Righi LL Right 0 500 2 3 Dead Load 12 300 12 300 4245 Live Load 10 500 10 500 2 796 Short Tem Location 2 500 41 000 55 500 Using W27X114 section Span 48 501 Fy 36 Oksi Left Cart End Fi ty Fixed Pinned Lu 16 00 LOF 1 000 Actual 505057 t t 20 220 ksi 0 9433 1 54 869 k 3527 ksi 0 24 1 Moment fb Bending Stress fb Fb 2 Shear fv Shear Stress 14 fv Fv Beam OK Static Load Case Governse Stress Got Right Cant 7 50t Abveble 535 744 k A Max Detection LengthDL Det Length DL LL Defi 448 ka 223
311. rete area within the Rib Opening Width areas If perpendicular that area will not be used Also shear stud reduction factors will be used Fy Indicates yield strength of structural steel to be used For unshored construction 89 Fy is used as a maximum allowable steel stress for service loading conditions fic Indicates design strength of concrete to be used Allowable compressive stress for design at top of slab is limited to 45 fic Concrete Density Density Unit weight of concrete and is used to determine the n ratio to be used in calculation of transformed moment of inertia to be used in deflection calculations 1983 2003 ENERCALC Engineering Software 304 ENERCALC Elastic Modulus Although rarely does this need to be changed enter the elastic modulus of the steel material General Information About Loads e Negative loads should not be entered Negative moments will cause tension in the concrete which is not acceptable in this program e For SHORED conditions no load is applied to the steel beam alone Upon removal of the shores when 75 curing has been attained all load is transferred to the full composite section Construction Only loads are meaningless and never used e For UNSHORED conditions the steel beam alone supports the BEFORE 75 loads and Construction Only loads You Must Insure Adequate Lateral Support Of The Compression Flange So Lateral Buckling Does Not Occur When the shores are remo
312. ricity that will be added and subtracted from the calculated eccentricity to calculate governing forces to each wall Wall Thickness Length Height dimensions of each wall providing lateral support to the diaphragm are required and together with the elastic modulus entry fully define the relative stiffness of the wall The Elastic Modulus does not have to be an exact number if all the walls are of identical construction The most typical use is to enter 1 here X amp Y Distances for each wall design the center of plan view stiffness of each wall This location will be used when combining all wall stiffness s and calculating the overall center of rigidity for all walls acting as a system Enter the inclination angle of each wall along its length axis Enter all angles as positive Enter the fixity condition that will best describe the wall s top and bottom rotational restraint FP Fix Pin indicates that one end is free to rotate while the other is fixed while FF Fix Fix indicates that both ends cannot rotate and results in double curvature Unique Features This program uses a numerical approach to determine center of rigidity location and to distribute lateral forces to each wall Because walls may be located at any angle a rigorous stiffness analysis is made calculating each wall s stiffness about both axes and combining the stiffness s of all the walls to determine a center of rigidity location Assumptions amp Limitations Beca
313. rmine if the beam is short intermediate or long for purposes of allowable stress determination This entry is the unsupported compression edge length corrected for span type per AITC UBC code Use the following table as a guide Type of Beam Span and Nature of Load Value of Effective Length Le Single Span beam load concentrated at center 1 61 Lu Single Span beam uniformly distributed load 1 92 Lu Single Span beam equal end moments 1 84 Lu Cantilever beam point load at unsupported end 1 69 Lu Cantilever beam uniform load w point load at end 1 69 Lu Single Span beam any other load 1 92 Lu Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software 150 ENERCALC Notes Tab This tab contains some general notes about the usage of the results of this program 1983 2003 ENERCALC Engineering Software Wood Design Modules 151 Results Sketch Notes Printing General Notes Calculations are designed to 1997 NDS and 1997 UBC Guideline Section databases have been updated as of 2 Apr 1999 e Allowable stress databases have been updated to 1897 NDS amp 1897 UBC values on 2 Apr 1999 e To determine Cf values for sawn sections the program looks for the identifying words in the Select No 1 Standard and sim
314. roll through the database of sections Sections available include W H S M C MC B JR TS P WT ST MT L and LL A comprehensive analysis procedure provides moments and maximum and allowable axial and bending stresses A very thorough AISC code check procedure determines allowable bending stresses for all members considering compact section criteria and lateral buckling due to slenderness effects OB ENERCALC oVECSS EXAMPLES CW Steel Column Tools amp Settings General Point amp Dist Loads Moments Section Properties Description ig Load w X amp Y Eccentricities Steel Columa Colon He soo iE 16 500 B Distance between bracing preventing deflection along Axis XX Unbraced 24 000 4 ft YoY Unbrerod cnc ecekvs nk verkes 18 500 B XX Sidesway Restrained C Free to Sway Y Y Sidesway Restrained C Free to Sway SRE ECT EEE TCE CR KOREA OR 1 000 5 Kyy eer 1 000 4 End Fidties Pir Pin Pin Fix C FieFree C FieFix C Fix Pin Steel Section W14X159 A TTVQYDSTVTAYVATYTTTTYSSIYS d 36 0 4 ksi include Live vw Short Term Loads ri Load Duration Factor Sur 1 330 p Elastic Modulus 29 000 0 KS Basic Usage 32 we X Design Breit al X Cancel v sw Summary petaits Skaten Printing Column Design OK Combined Stress Ratios DeadLosd Lvelosg Dead live DL Short AISC Formula H1 1 AISC Formula Hi 2 AISC Formula Hi 3 0 5
315. ry buildings according to the 1994 UBC lateral force formulas 28 1 28 6 28 8 and the diaphragm force formula 31 1 Also included is a section that will assist the user in determining the overall seismic factor By entering building dimensions and the number of stories the basic building period is determined using the UBC formulas for basic building periods From this value and user defined Z I S Hn and Ct factors C RW limits are checked and overall seismic factor determined Force distribution factors for each level is determined using formula 28 7 and the base shear applied to each level for the evaluation of story shears and overturning moments Also these forces are used along with formula 31 1 to determine the required diaphragm forces at each level Any number of stories may be specified and the additional top force FT is applied when required 1983 2003 ENERCALC Engineering Software 78 ENERCALC UB ENERCALC c ECSS EXAMPLES ECW Multi Story Seismic Forces Multi Story Seismic Forces Homes Help J Print a X cancel v Sove General 1997 UBC Calculations Building Forces Diaphragm Forces Determine Procedure Type s Li Calculated Values UBC 1630 2 1 Static Procedure Hi Titel ener et GER E Seismic Dead Load Calculated From Story Shear V Construction Type Uefe Table on Building Forces Tab We 335 0 k UBC 1630 2 3 Simplified Static Force Procedure Calculated Base Shear
316. s Max Center 32438 k ft at 2000ft Left 30 90 k Left 5136 k Max Center 1437 97 k t at DONTE Right 30 0 k G Righi 49410 k Left Cant 437 97 keh Maximum 30 90 k Right Cant 137 60 k ft Deflections Center 0 293 in at 20258 Maximum 32438 kA Left Cant 0 149 in at 1000f Right Cant 0 180 in at 5200f 2 2 Beam on Elastic Foundation This program provides analysis of solid beams continuously supported by an elastic material Typical applications are for concrete beams supporting uniform and concentrated building loads transferring the loads to the underlying soil This program is based upon the elastic beam formulas presented in Formulas for Stress and Strain 5th Ed by Raymond J Roark and Warren C Young Article 7 5 and 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 23 Table 7 amp 8 and Beams on Elastic Foundation by M Hetenyi University of Michigan Press 1946 NOTE THIS PROGRAM ASSUMES ELASTIC BEAM IS ALWAYS IN COMPRESSION No provision is made when the beam has upward deflection In this instance the beam is actually pulling the soil upward instead ignoring the soil beam interaction This is so because of the nature of the equations used The established formulas have been formulated into computer code that is used by this program which can analyze beams considering e Left end free guided pinned or free e Right end free guided pi
317. s Shear per Foot 1 082 5 ft 1 141 2 ft West East Total Shear 187827 2 lbs 162647 7 Ibs Shear per Faot 466 5 ft 451 8 fft Chord Forces North South Walls EastWest Walls 1 4 Length 15 508 8 Ibs 75 422 5 lbs 1 2 Length 20 824 9 Ibs 102177 8 lbs 3 4 Length 15 810 0 Ibs 77 304 3 lbs Length Width Ratio AU 2 Total Shear From the loading seismic factor and diaphragm dimensions entered the total and unit end shears are calculated using basic statics Unit Shear This equals a wall s total shear divided by its length Chord Forces From the loading seismic factor dimensions and distances between chords entered the chord forces at 1 4 points of diaphragm span are given 1983 2003 ENERCALC Engineering Software 202 ENERCALC Diaphragm Design Tab The primary purpose of the results on this tab is to indicate the distance from each end wall that a AT LEAST a certain fastener spacing is required Results Diaphragm Design sketch Printing North amp South Walls Shear Zone Value Distance Sei f A Nar ball eoe ettet 1 200 0 36 00 71 i pra T Rene ee 900 0 87 84 GBRIBEZDDBS 355 OPUS 600 0 ANSE DE ate 900 0 64 96 Ab South alle 1 200 0 38 88 East amp West Walls AINSI essct ots 1 200 0 0 00 Pdf Grd 1 SOS SNC OR 900 0 0 00 Cantet ZOND ee error 600 0 ANDRE TP 900 0 0 00 PbESsEWall oed 1 200 0 0 00 Shear Value For the diaphragm construction specified and nail
318. s Design and Load amp Resistance Factor Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book More detailed LRFD documentation will be added and will be available in the electronically delivered versions of this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlip e Internet HTML help documentation presented as web pages at www enercalc com sel help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab provides the data entry for all items in the calculation except loadings 1983 2003 ENERCALC Engineering Software Steel Design Modules General Point amp Dist Loads Moments Section Properties
319. s Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab 1983 2003 ENERCALC Engineering Software 212 ENERCALC Results sketch Diagonal Stress Ratio gt 1 0 DL LL DL ST BILLES Sp Bending Stress Ratio 0 490 0 322 0 460 Shear Stress Ratio 0 469 0 308 0 441 Diag Stress Ratio 1 429 1 0 960 1 1 381 1 Maximum Maximum Force Allowable Force Ratio Bolt Forces 1 486 00 1 038 73 lbs 1 428 DL LL DL ST DL LL ST Maximum Moment 2 972 00 2080 00 2 972 00 in Bending Stress 168 42 117 87 158 42 psi Stress Ratio 0 490 0 322 0 460 MaximumShear 1 071 93 750 21 1 071 93 lbs Shear Stress 55 68 38 97 55 68 psi Stress Ratio 0 469 0 308 0 441 Stress Summary Max Vertical Load 1 485 00 1 040 00 1 485 00 Ibs Allow Vertical Load 1 837 50 2 051 50 2 051 50 Ibs Max Horizontal Load 0 00 312 00 312 00 Ibs Allow Horizontal Load 5 437 50 5 785 50 5 785 50 Ibs Angle of Resultant 90 0 deg 73 3 deg 78 1 deg Diagonal Component 1 485 00 1 085 79 1 518 40 lbs Allow Diagonal Force 1 039 73 WALA 1 099 84 Ibs Note Bolt Design Value from NDS 8 2 UBC 2336 2 Load Combination Columns Each of the three columns represents different combinations of the dead
320. s a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EEI AISC Handbook Edition AISC Sth 7 Area i ing xx i ind Depth onh lyy ein Flange Width on Flange Thickness 9 in xcg in Web Thickness zai in Yeg 3j in x cance Poa The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method to use for determining the sections allowable stress how to consider unstiffenned elements and many other code checking items Change Will display the same window as above but allow you to change section properties 1983 2003 ENERCALC Engineering Software 284 ENERCALC Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD amp LRFD Design Modes Allowable Stres
321. s are easily specified by entering the magnitude and location with reference to the left support The beam can have either end fixed or pinned in various combinations From the user defined loading condition allowable stresses and end fixities the program calculates maximum and minimum shears moments and deflections The user has options to specify automatic calculation of beam weights reduction of end shears by loads within a distance d from a support enter unbraced lengths to govern allowable stresses and set a lamination thickness to be used for automatic member sizing of laminated beams 1983 2003 ENERCALC Engineering Software Wood Design Modules 119 ints ALC c ECSS EXAMPLES ECW General Timber Beam Design General Timber Beam Design oed ner li Design lt Print a X Cancel v Save General Unitorm amp Trapezoidat Point amp Moment Loads Summary sketch Diagrams Printing Notes Description Example Problem 2 Double Cantilevered Beam Results tros s Cales Denoctions Query Beam Design OK Max Stress Ratio 0 723 1 Center Span 48 000 4 Lu 0 000 Maximum Moment 153 3 k 4 1 661 3 psi pee ear rari 50 oiu 8 500 j f Allowable 21248 2 259 2 psi Right Cantileve E L a ee 6 500 3 Maximum Shear 1 5 268 1454 End Fixity Allowable 438k 237 5 psi __Wood Section Section 5 12536 0 Pin Pin PinFix Max Mid Span De
322. s the center of the bolt group you ve specified and displays it here The distances are referenced to the coordinate axis datum being used and is calculated using statics Load Eccentricity from CBG These values are the distance of the applied load to the center of the bolt group Eccentric Moments This is the actual moment about the calculated Center of Bolt Group This moment is equal to the vertical or horizontal load multiplied by the Load Eccentricity 1983 2003 ENERCALC Engineering Software 336 ENERCALC Bolt Locations Tab This tab contains the entry areas for the bolt locations All locations should be entered with reference to a datum point you selected General Bolt Locations Bolt Coordinates AE 10 000 4 M aD de 10 000 4 eB elc 10 000 4 don 10 000 Pi eee 10 000 4 Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Bolt Calculations Tab 1983 2003 ENERCALC Engineering Software Steel Design Modules 337 Bolt Calculations sketch Ru MEE E eae in k k k X Y X td X i 1 3 00 6 00 6 24 4 68 6 76 3 38 8 08 2 3 00 3 00 6 24 4 68 3 38 338 8 55 3 3 00 0 00 6 24 4 68 3 38 1
323. se of wood sections The database provides selections for sawn glued laminated and manufactured lumber Please refer to the previous chapter describing using database in the Structural Engineering Library Pressing Wood Section will display the following selection window Wood Section Database Select Types to Display Low 2 00 zj in Sawn TJ Parallam TJ MicroLam Glued Laminated TJ Timber Strand LP Gang Lam LVL v Specify Depth Range PowerBeam High 12 00 t in VersaLam Custom Type Name width Depth area Ix Sx t 11 250 5 250 8 750 10 500 12 250 15 750 8 250 13 750 16 500 19 250 24 750 30 250 10 875 18 125 21 750 25 375 32 530 41 250 re ara Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab Sy ihren Sx Area C C lt Sort Order 111 148 142 900 193 359 nna nan lxx Area Sxx Area 2 39 420 51563 103 984 0 46 ana nan 1983 2003 ENERCALC Engineering Software 140 ENERCALC Descript
324. sed tributary height areas These loads act North South and are resisted by shear in the East amp West walls and create tension cord forces in the North amp South walls These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Westerly side of the diaphragm and measured Eastward When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor 1983 2003 ENERCALC Engineering Software ENERCALC Boundary Loads Acting East amp West The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the exposed tributary height areas These loads act East West and are resisted by shear in the North amp South walls and create tension cord forces in the East amp West chord locations These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Northerly side of the diaphragm and measured Southward When performing a seismic
325. selection tells the program which loads to use In our example you can see that Dead Live amp Short Term Loads has been selected This means that all loads of all types will have the factors applied to them and then the overall factor applied In this example the final load applied to the beam is 1 40 DL 1 70 LL 1 55 ST 0 83 Uniform Loads Tab This load is a uniform intensity load applied from SLoc start distance to ELoc end distance The values for dead live and short term loads are combined according to Load Combination If ELoc is specified greater than Span except for an Infinite right support then the excess distance is ignored 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 27 General Uniform Loads Point Loads Moments Dead Load Live Load Short Term Location k a E 8 750 16 000 _ e ind Ld 0 000 0 000 0 000 0 000 0 000 0 000 0 000 0 000 JU 11111111 LILI alallala lls 0 000 Point Loads Tab Up to 11 point loads can be applied to the beam with the dead live and short term components combined according to Load Combination If the ELoc distance is specified greater that Span except for Infinite right supports the load is ignored 1983 2003 ENERCALC Engineering Software 28 ENERCALC General Uniform Loads Point Loads Moments Dead Load Live Load Short Term
326. selection window From there the program automatically designs the depth of the member Beam Type This selection controls how the Size of Volume factor is calculated If Sawn is selection Cf is calculated If GluLam is selected then Cv is calculated If Manufactured or So Pine selected then NO factor Cf or Cv is calculated Apply Live Load This Span This entry controls whether or not the live load entered for the span will be used or ignored A YES NO entry here gives you a simple way to try various live load alternates to determine maximum moments and shears on multi span beams Applied Loads Uniform Uniform dead and live load applied to the entire length of the center span You should be aware that beam weight is not considered in the program therefore this input should include allowance for beam weight These values may be positive or negative Partial Length Distributed Uniform dead and live load applied over a full or partial length of the center span X Left indicates the distance from the left support to the beginning of the load and X Right is the distance from the left support to the right end of the load These values may be positive or negative Trapezoidal Distributed Uniform or varying dead and live load applied over a full or partial length of the center span DL LL Left indicates the dead or live load magnitude at the X Left distance location DL LL Right indicates the dead or live load magnitude at the X Ri
327. set of tabs General Tab All of the information for the beam design except for loading is entered on this tab 1983 2003 ENERCALC Engineering Software 302 ENERCALC General Dead Loads Live Loads Const Loads Section Props Description Part 2 Ribs Perpendicular Showing Auto Design B am spamie soos 9995 99 ocies 60 500 S ft Bean Snaling ere REED 18 000 4 ft ESA COC Se csr crt o Center C Edge Partial Composite Action E Steel Section W40X149 Slab amp Shear Studs SADETNIEEN ESS sewn ae ee 6 500 5 in SIBLE E RENT 0 750 in SU ES IT lite eee E rr re 4 000 B in Metal Deck Data Peck RID HIgh eer ES 2 500 in FRS DAME eee 16 000 4 in Rib MIOEHTE comin 10 000 4 in Rib Orientation Perpendicular Parallel Material Data dee ee raiders 36 0 4 ksi TEE AAE AA A AU AR 4 000 0 4 psi Concrete Density 145 00 pcf Elastic Modulis TEE 29 000 0 ksi Beam Span The beam span length is used for determination of effective flange width and evaluation of moments and shears Beam Spacing Enter the center to center spacing for the beam to be used to determining effective flange width Beam Location This specifies whether the beam is an interior beam with slab extending a distance of Trib Width 2 on each side of the beam If beam to be designed will have slab on only one side select Edge If the slab extends on both si
328. shear forces higher the closer you get to a support so the diaphragm works the same way This table is designed so that you can specify a diaphragm construction with higher shear capacity the closer you get to the end walls There are two areas North amp South Walls amp and East amp West Walls Each of these two sections let you specify the diaphragm construction from one end of the building to the other Note in the top section it starts with At North wall goes downward through some zones and then ends with the other wall At South Wall This table let you specify the changes in diaphragm construction THAT CAN BE USED if the shear at each end reaches a high enough level TO SEE WHICH CONSTRUCTION NEEDS TO BE USED LOOK AT THE Diaphragm Design TAB Example 1 If you have a diaphragm with very low loading you will probably not need anything more than the least thickness and nailing grade In this car you will just need what is shown for the Center region it just happens that this center zone extends all the way out to the end walls Example 2 If you have a very highly loaded diaphragm you will need very tough construction at the walls to take the high shear loads The highest specification shown below is in the top and bottom entries and shows 3x framing On the Diaphragm Design tab you will be given distances and nail spacing that will result in shear capacities that change from the lowly loaded center region to the hi
329. sides of the diaphragm chord forces at 1 4 points and will determine diaphragm nailing density and cut off requirements for typical diaphragm shear capacities A unique feature of the program allows the user to vary the nail size plywood thickness plywood grade and member size and have the allowable shear values for the particular specification recalled from an internally stored table The program will then calculate the minimum nail density reduction distances from each wall based upon the actual shear variation across the diaphragm UB ENERCALC c ECSS EXAMPLES ECW High Load Plywood Diaphragm High Load Plywood Diaphragm settings ner General Uniform Loads PointLoads Diaphragm Construction Design Data amp Nailing Requirements Results Diaphragm Design Sreten Printing Diaphragm Shears Spacin Nadh North amp South Walls iem 9 Total Sheer 194852 9 Ibs 205412 0 Ibs UR Shear per Foot 1 082 5 ft 1 141 2 2t Framing Plywood Lines of Boundary Other Size Grade Fasteners Spacing Edges West East ArNonh Wall m e sat Tlf 2 Elf 2 El 2 Total Shear 167927 2 lbs 182847 7 lbs 2nd zone x EN sua ST yee 3 Shear per Foot 466 5 it 451 8 Wit Center Zone x E Seutu Il 2 lf 4 Cl 4 2nd Zone a 3 Chord Forces HotthSouth Walls Eastivvest Walls s EN 9e EL 2 El 25 El 1 4 Length 15 508 6 Ihs 75422 5 Ibs At South Wall 3x s sweat Elf 2 ET 2 El 2 172 Length 20 824 8 lbs 102177 8 lbs 3
330. spacing indicated on the line the allowable diaphragm shear value is retrieved from the internally stored UBC tables and displayed here When displayed as zero this indicates that the program does not contain any data for this configuration Zone Distances This table provides the designer with an easy way to determine the allowable cut off points for different nailing densities The table basically represents the diaphragm from one end to the other You may specify a particular diaphragm construction to be used for the noted Nail Density by changing the Nail Size Plywood Grade and Thickness values for each nailing density line From your entered data the program will 1983 2003 ENERCALC Engineering Software Wood Design Modules 203 calculate where that specific nailing area may be stopped measured from the wall and the lower diaphragm capacity used indicating the transition in actual shear stresses Between the wall and Zone Distance the diaphragm construction must meet or exceed the shear values listed for that row When the Zone Distance equals zero this indicates that the particular diaphragm specification for the particular nailing is not required When the Zone Distance is displayed as NA this indicates that the actual diaphragm shears are higher than the diaphragm specification is capable of taking Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print
331. specify the floor information Here is what it looks like 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 73 Level ID Number EET Jf Level Height AU ft Ok fabove Base Exposed Width 45 000 Y 4 ft x Cancel Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This table provides a table of the calculated values for each floor level Results Sketch Design Pressure List 4 1 382 1 400 44 89 26 226 35 089 456 162 3 1 302 1 400 42 29 24 666 51 315 1 253 257 2 1 198 1 400 38 91 22 653 85 981 2 371 015 1 1 060 1 400 34 43 20 327 108 635 3 783 268 Lateral Base Level 10 070 k Total Base Shear 128 399 k Base Moment 4 768 613 k ft 1983 2003 ENERCALC Engineering Software 74 ENERCALC Level This is the story label for the level It will be numbered automatically from the highest floor downward The table is automatically sorted in order of highest to lowest Height Ce Based upon the Level Height above the base and the Height Gust Exposure factors the user has entered this value is read from the internally stored UBC Table 16 H Cq This val
332. square tubes or alternately tubes with unequal sides Sort Tabs for Database Table Immediate above the database list of sections you will see tabs looking like this When selected each tab will sort the list in the order described by the text on that tab Sort order These two buttons allow you to chose the list order of the sections The sorting order will be according to the sort tab selected and shall be in ascending or descending order Database Table Itself The main area on the window will be where the steel sections are displayed as a result of all of your choices as described above Select This button is displayed when you have clicked on the Section button when you press Select the section in the list that is currently highlighted will be selected and the name and data brought into your calculation Insert Use this button to add a steel section to the database When pressed you will see the following window New Steel Section Data Entry Section Name MyVeryOwn 4x12 Tube Type TS Depth Class EE AISC Handbook Edition AISC Sth 7 Area i ing xx i ind Depth onh lyy ein Flange Width on Flange Thickness 9 in xcg in Web Thickness zai in Yeg 3j in x cance Poa The only really important item to enter is the Type item This specifies what standard rolled section type your section is This item is used internally by the program to decide which stress analysis method t
333. sses are given Unique Features As mentioned earlier the user can either have a column automatically selected using your design criteria or specify a section to be analyzed You can specify bending loads on the column in addition to the axial loads and all loads can have dead live and short term components Any W H S M B JR C MC TS P WT ST MT L or LL sections listed in the databases will have a thorough AISC code working stress analysis performed including checks for lateral buckling and compactness for all provisions including appendix C Assumptions amp Limitations The unbraced lengths used for axial stress slenderness and lateral torsional buckling calculations are considered to be the same Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc there will be a button that looks like this This button displays the steel section database as shown below 1983 2003 ENERCALC Engineering Software 282 EN ERCALC Steel Section Database Steel Database HP JR t TS HSST L WT e AISC Sth C AISC8th C AISC7th C AISCBth C Korean BP JRC ST i Square Rectangular Section Type to Display w S M B MC P HSS CP LL MT WF Name aes Depth width Sx i Sy ly TS2x2x3 15 TS2x2x1 4 TS2 2 5 26 152 TS2 TS2 TS3x3 3 16 TS3x3x1 44 T53 3x5
334. ssure This value is read directly from UBC Table 16 F which is stored internally Based directly on the user defined Basic Wind Speed Force Table Tab This table is the actual analysis of the wind forces on the structure The calculated Design Pressure for each level height will be applied over the Exposed Width to yield the total lateral force per level This lateral force will be added down the height of the structure level by level to calculate the Story Shear Similarly the lateral force will be multiplied by the appropriate lever arms to give the Story Moments 1983 2003 ENERCALC Engineering Software 72 ENERCALC General Force Table 5 4 52 00 45 00 3 39 00 45 00 2 26 00 45 00 1 13 00 45 00 Delete Change Add Level This is the story label for the level It will be numbered automatically from the highest floor downward The table is automatically sorted in order of highest to lowest Height Height The user should enter the height of each level above the base for the analysis This height will be used to recall the various Exposure Coefficients from the internally stored UBC Table 16 H Exposed Width Enter the width of the structure to which the Design Pressure should be applied for calculating the shear force per level Add Change Delete Buttons These buttons control your modifications to the table of story information Pressing Add or Change displays another window where you can
335. st and are resisted by shear in the North amp South walls and create tension cord forces in the East amp West chord locations These loads can have starting and ending locations Assuming that North is Up in a plan view of the diaphragm these locations are measured with respect to the Northerly side of the diaphragm and extend Southward in other works top to bottom Entering both locations as 0 0 will apply the loads the full diaphragm dimension When performing a seismic analysis enter these loads as ACTUAL TRIBUTARY WEIGHTS which will be multiplied by the Short Term Seismic Factor by the program When analyzing a diaphragm subject to wind loads enter the applied wind loads due to wind force on tributary areas in this location Also Diaphragm Weight should be zero and the Short Term Factor Point Loads Tab General Uniform Loads PointLoads Diaphragm Construction Note Seismic factor will be applied to these loads Point Loads Acting NORTH SOUTH 1 gus at 0 000 4 ft 2 Bibs at 0 000 ft 3 lbs at ooo sf 4 4s at 0 000 3 ft Point Loads Acting EAST WEST 1 4libs at 0 000 ft 2 Bibs at ooo sf 3 Bibs at 0 000 ft 4 43d at ooo sf Boundary Loads Acting North amp South The user may specify loads applied per foot at the diaphragm boundary such as lateral weight of attached walls mansard roofs equipment or loads applied due to wind forces on the expo
336. st design of rectangular plywood diaphragms and follows 94 UBC table 25 J 1 for blocked and unblocked diaphragms The program can be used for either wind or seismic conditions Boundary loads and diaphragm weight are used to calculate chord forces and boundary shears while internal tables generate nailing schedules High Load Plywood Diaphragm Plywood Diaphragm Design provides fast design of rectangular plywood diaphragms and follows ICBO Report 1952 for 23 32 plywood diaphragms The program can be used for either wind or seismic conditions Boundary loads and diaphragm weight are used to calculate chord forces and boundary shears while internal tables generate nailing schedules Wood Ledger Design Wood Ledger Design combines vertical and lateral loads applied to ledgers to calculate maximum shears amp moments Flexible bolting is allowed with maximum loads compared to Hankinson formula allowable s Perfect for ledgers supporting roof or floor diaphragms Bolt Groups in Timber Members Bolt Groups in Timber Members provides an analysis of steel bolts and side plates transmitting axial loads Considers reductions for bolt spacing quantity plate size force direction and more 3 1 Multi Span Timber Beam This program provides design and analysis of simple span or continuous timber beams This compact program can let you design wood beams in production line form letting you rapidly complete many designs simultaneously The program can
337. stress about the X axis 1983 2003 ENERCALC Engineering Software 154 ENERCALC UB ENERCALC GWCSSVEXAMPLES ECU Timber Column Design Timber Column Design Genera Loses Results skatch Notes Printing Description alumn Subjected to Additional Side Load Column OK LL DLHL ST_ QST fc Compression 164 44 226 67 172 44 psi Total Column Height 10 500 pi ft Fc Allowable 54434 344 34 344 34 psi Le XX for Axial 11 750 4 ft fox Flexural 871 11 1244 44 955 43 psi Le Y for Axial sso g Fbx Allowable 1 750 00 1 750 00 1 759 00 psi M LA Lu XX for Bending Unbraced Length 10 500 3 ft Interaction Value 0 5284 1 0 0 8286 1 0 0 6136 1 0 Column Shape Fe XX 944 34 psi o x C Circ Rectangular Circular Fc Y Y 1 112 89 psi Wood Section 8x8 F c Allowable 944 34 psi F cAllow Load Duration Factor 944 34 psi Column Depth 7 50 n n Note This values is not a simple multiplication see NDS code Width 750 yin Fbx 1 750 00 psi F bx Load Duration Factor 1750 0 psi C Sawn C So Pine C GluLam C Manufactured For Bending Stress Celcs Max k Lu d 50 0000 Stress lt Actual K Lu d 25 4627 Min Allow k Lu d 11 0000 Fc Parallel 12500 3 psi Cf Bending 1 0000 ETE Rb Le d b 2 5 5 5599 E 1 800 0 alksi For Axial Stress Calcs Cf Axial 1 0000 Load Durat t SUMI DEN LE Axial XX k Lu d 18 800 Axial Y Y k Lu d 13 50 Basic Usage e Column Dimensions amp Lengths Use the
338. t End 0 00 41 ft ii lbs 0 004 ft lbs 0 00 3 ft E lbs 0 004 ft lbs 0 00 ft lbs 0 00 3 ft Uniform loads apply to the beam between the supports Any loads that need to be applied to the cantilever must be entered on the adjacent tab Partial Length loads allow you to enter a starting and ending location as a distance from the left support Values less than zero and grater than Column Spacing are not valid and will be automatically corrected for you Point Loads Enter any point loads applied to the beam here The Location is the distance from the left support Values less than zero and grater than Column Spacing are not valid and will be automatically corrected for you Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information 1983 2003 ENERCALC Engineering Software Wood Design Modules 147 on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab shows all of the calculated values for the beam tab selected on the left Results sketch Notes Printing Beam is OK Moments Max pian ENTER renee aces 108 5 k ft Max Moment Mid Span 108 0 k ft Max Right Enda TT 108 2 k ft Bending Stress B scu bc ie 1 312 4 psi Eb Allow
339. t Shear Deflection Right Cantilever Distance 40 000 ft Moment Shear Deflection Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab contains the resulting calculated values for the beam analysis 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 17 Results Sketch Diagrams Printing Maximum Moment 324 38 k ft at 20 00 ft Maximum Shear 30 901 k at Left Support Maximum Deflection 4 2930 in at 20 25 ft Faft Reaction sec 51 361 k Right Reaction 49 099 k Moments Max Center 324 38 k ft at 20 00 ft Max Center 137 97 k ft at 0 00 ft Left End Support 137 97 k ft Right End Support 137 60 k ft Shears glow eo 30 90 k EDITED 30 70 k Maximum 30 90 k Reactions 215 H A eee 51 36 k SU PLT lao onusaca acs soca ce 49 10 k Deflections Oene ee ce 0 293 in at 20 25 ft Left Cant 0 149 in at 10 00 ft RIS 0 180 in at 52 00 ft Maximum Moment amp Location The maximum moments at location is shown with it s location measured from the left support This is an absolute value maximum with the sigh intact
340. t and will be carried through to the section for footing design Wall Height The wall height entered will be used to determine overturning moments on the wall for uplift calculations and overall stability moments All lateral loads are applied at this height above the top of footing Also this height is used to calculate the wall weight for vertical loads Wall Weight Enter the actual weight of the wall here This weight is not used to contribute lateral seismic loads only vertical loadings for uplift soil pressure and overturning calculations Ht Width Ratio Wall height divided by wall length Sheathing Data 1983 2003 ENERCALC Engineering Software 170 ENERCALC Plywood Layers Enter either 1 or 2 to indicate whether one or both sides of the wall will have plywood sheathing Plywood Grade Select Structural I 1 or Structural II 2 These values should conform to the values allowed in the UBC Nail Size Enter 6 8 or 10 to indicate the penny size of the nails to be used Sheathing Thickness This represents the nominal thickness of sheathing used on one or both sides Enter this thickness in decimal form These thicknesses should be only those which are available in UBC Table 23 I K 1 Stud Spacing Enter the stud spacing which will be used as the sheathing attachment The program checks whether stud spacing is 16 or less for some sheathing combinations to determine if higher values may be used S
341. t Fy Fc Perp Fc Prl X Elastic Grading Agency Bending Tension Shear Comp Comp Modulus 4 Douglas Fir 16F E6 GLB 1600 1000 165 650 1600 1 600 000 Select Douglas Fir 20F E6 GLB 2000 1150 165 650 1650 1 700 000 Douglas Fir 22F E5 GLB 2200 1100 165 650 1 650 1 700 000 Douglas Fir 24F E10 GLB 2400 1 300 165 650 1 750 1 900 000 Douglas Fir 24F E12 GLB 2400 1200 155 650 1600 1 900 000 Douglas Fir 24F E13 GLB 2 400 1250 165 650 1 700 1 800 000 Douglas Fir 24F E18 GLB 2 40 950 190 650 1 500 1 800 000 Insert Douglas Fir 24F VB GLB 2400 1 100 190 560 1650 1 800 000 E Rated Southern Pind 20F E3 GLB 2000 1150 200 650 1 700 1 700000 t E Rated Southern Ein 22F E3 GLB 2200 1150 200 650 1 650 1 700 000 E Rated Southern Ping 24F E4 GLB 2400 1 250 200 650 1 750 1 800 000 Change Hem Fir 16F E7 GLB 1600 850 155 500 1150 1 400 000 Hem Fir 20F E7 GLB 2000 1050 155 500 1 550 1 600 000 Hem Fir 22F E6 GLB 2200 1 050 155 500 1 500 1 700 000 Hem Fir 24F E11 GLB 2400 1150 155 500 1 550 1 800 000 Hem Fir 24F E16 GLB 2400 850 155 500 1 400 1 700 000 Delete Hem Fir 24F E19 GLB 2400 950 155 500 1 200 1 800 000 Hem Fir Softwood 24F E17 GLB 2400 750 140 500 1250 1 800 000 Southern Pine 16F V5 GLB 1 600 1 000 200 560 1 550 1 400 000 x Southem Pine 20F v5 GLB 2000 1 050 200 560 1 550 1 500 000 cse ipse dapo otpopy TT 7 gum ue Cam enn UE en 2l anes Fb Bending Base Allowable Basic allowable bending stress to be used for design and analysis This stress
342. t Ld E i Ibs Basic Usage alm Results skaten Notes Printing Wala 2537 1 psi c 237 5 psi 13124 psi 15 894 Ibs 138 2 psi IotalLoad 0 565 in 0 692 in 0 907 in 22 962 lbs e If this will be a design calculation enter the lamination thickness that should be used when automatically calculating required beam depths Since this system of beams can have numerous arrangements of live load set Skip Load Live to YES indicate if you wish the program to perform the extra calculations to place live loads in all possible locations for maximum values Indicate the load duration factor for the type of loads you will be applying and indicate if cantilever bracing should be assumed If no bracing is used all cantilevers will go through code checking with the unbraced length equal to 2 Cant Span Enter the column spacing for the system of beams All beams must be in line with one another and up to eleven spans can be used For more spans try to look for symmetry and model accordingly Then take a first trial estimate of the various cantilever lengths for the beams Although depth isn t required if you will be doing an automatic design you must enter a beam width for each span If you choose the auto design capability the program will determine the depth considering lamination increments for you beam Use the Beam Design Data section to specify the material properties for the timber Up to
343. t i M oon 0 eo c m cn co m an CO de CO PO CO TO I9 2 2 2 x Cancel 4 a E E 0 ri Depth Range Class Range On this window there are various controls and options Steel Database Allows you to select between several common shapes databases Section Type to Display Allows you to select which steel section designation to display in the list These shapes conform to the American Institute of Steel Construction shape designations To make your selection simply move the mouse over the letter s and when the highlight activates left click once with your left mouse button Depth Range This item allows you to specify depth limits to be used for selecting which sections to display in the list When the checkbox to the left is not checked the selection wording and entries will not appear and all sections will be displayed These dimensions are compared to the Depth dimension of the sections Class Range This item allows you to specify the limits in Depth Class to be displayed in the table The Depth Class of a section is the first numeric number in the sections name For instance a wide flange W14x22 is in depth class 14 a channel C9x15 is in depth class 9 and a L5x3x1 4 is in depth class 5 Equal amp Unequal Legs These two buttons appear when you have selected section type L which are single angles The limit the display of the list to angle with equal dimension or unequal dimension sides Equ
344. tain Max Design Moment Equivalent Load Mid height This load is determined from the following formula P Ecc L P L2 L Total column height Applied laterally at mid height of the column to determine the moment induced from the side bracket load This moment P L 4 Side Load Moment This moment P L 4 Maximum Design Moment From the previously entered loads moments and eccentricities a final maximum moment is determined to be used for analysis Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules Results Sketch Notes Printing Column OK DL LL DL LL ST fc Compression 164 44 226 67 Fc Allowable 944 34 944 34 fbx Flexural 871 11 1 244 44 F bx Allowable 1 750 00 1 750 00 Interaction Value 0 5284 1 0 Fc XX AE O F c Allowable F c Allow Load Duration Factor 0 8286 DL ST 172 44 psi 944 34 psi 955 43 psi 1 750 00 psi 1 0 0 6136 1 0 944 34 psi 1 112 89 psi 944 34 psi 944 34 psi Note This values is not a simple muttiplication see NDS code F bx F bx Load Duration Factor For Bending Stress Calcs Max k Lu
345. tant in relation to the plate bolt and column dimensions for use in calculating stresses Assumptions amp Limitations e The program offers both ground up design of the base plate size and thickness or just thickness determination based upon user specified overall plate dimensions e The allowable bearing stress on concrete is calculated based upon an allowable increase using on the ratio of plate and concrete areas Steel Section Database Built into the software is a complete database of common rolled sections available from various mills in the United States On each tab labeled 1 2 etc there will be a button that looks like this This button displays the steel section database as shown below 1983 2003 ENERCALC Engineering Software 324 EN ERCALC Steel Section Database Steel Database HP JR t TS HSST L WT e AISC Sth C AISC8th C AISC7th C AISCBth C Korean BP JRC ST i Square Rectangular Section Type to Display w S M B MC P HSS CP LL MT WF Name aes Depth width Sx i Sy ly TS2x2x3 15 TS2x2x1 4 TS2 2 5 26 152 TS2 TS2 TS3x3 3 16 TS3x3x1 44 T53 3x5 16 Cw me Te l ad T53 T53 TS4x4x3 15 TS4s4x1 4 TS4x4x5 16 TS4x4x3 8 TS4x4x1 2 TS4 T54 TS5x5x3 16 TS5x5x1 44 TS5 5x5 16 TOE E v Section Count 71 Select 52 53 16 52 58174 52 55 16 5x3 545 16 A Modify 5x4 5x3 16 5x4 5x1 4 aM CORN M ONIN tO tM r0 e
346. ted considering Cf load duration factor and from the evaluation of allowable bending stress due to the unbraced length Actual bending stress is the maximum of positive or negative moment divided by section modulus of the beam at that span location Continuous beams will have this value equal to the maximum stress between the supports 1983 2003 ENERCALC Engineering Software 236 ENERCALC Shear Stress Allowable stress is calculated load duration factor applied to Fv see below Actual shear stress is the maximum unit shear stress at the end of the beam To determine net shear at the beam end all loads within a distance d away from the end of the member are subtracted from the end shear This value is multiplied by 1 5 and divided by beam width times beam depth When the beam is continuous over a support shear on BOTH SIDES of the support is evaluated Maximum Deflection Using the applied loads support fixities and moment distribution results the resulting deflection curve at 250 points along the beam is searched for the maximum deflection and location This is the maximum deflection considering both upward and downward displacements Negative sign is downward deflection Shear Support The calculates shears at each support are given This value is the maximum shear after checking both sides of the support Reactions Reactions are calculated using dead load and the live load as selected to be applied for each s
347. ted load duration factor applied to Fv see below Actual shear stress is the maximum unit shear stress at the end of the beam To determine net shear at the beam end all loads within a distance d away from the end of the member are subtracted from the end shear This value is multiplied by 1 5 and divided by beam width times beam depth When the beam is continuous over a support shear on BOTH SIDES of the support is evaluated Max Deflection Using the applied loads support fixities and moment distribution results the resulting deflection curve at 250 points along the beam is searched for the maximum deflection and location This is the maximum deflection considering both upward and downward displacements Negative sign is downward deflection Shear Left amp Right Supports The calculates shears at each support are given This value is the maximum shear after checking both sides of the support Reactions Left amp Right Supports Reactions are calculated using dead load and the live load as selected to be applied for each span Query Values In this area you can enter a distance location along the span measured from the left support ad have the shear moment and deflection at that location calculated Cf or Cv This item displays the size factor Cf for sawn members or the volume factor Cv for glued laminated members Rb This value is calculated from the compression edge slenderness of the beam and applied as a factor to the
348. ter of rigidity The user may enter dimensions for walls of homogeneous materials for use in calculating relative stiffness s The program provides analysis for one level only For structures where walls are 1983 2003 ENERCALC Engineering Software 36 ENERCALC UB ENERCALC c ECSS EXAMPLES ECW Rigid Diaphragm Torsion Analysis Rigid Diaphragm Torsion Analysis ools amp wig Sen Help Print H X cancel v Save General wai Data Results Wall Forces sketen Description Example Problem 8 Wall System One Wall Angled 1 000 2735 2 339 00 ones 3 000 2735 2 4 31 33 0 00 TANDEM ee ects 187 000 3 k 5 000 2735 572 6 000 2735 25 XX Axis Shear SSSR 187 000 4 k 7 1139 000 8 1133 000 symmetrically placed on many levels a calculation may be performed for each level and results added to determine shears and overturning moments for each wall When determining center of mass where the lateral force is applied on successively lower levels when walls are NOT all in line a new center of mass position should be calculated based upon wall forces acting from the diaphragm from the level above and combined with the force at that level Load Application C Forces Act Together amp Forces Act Separately Analysis Data Min X Axis Shear Eccentricity 5 00 4 Min Y Axis Shear Eccentricity 5 00 4 X Axis Center of Mass 118 50 1 f Y Axis Center o
349. ter the number of bolts per row and refine the other data items When you enter a number in the Number of Bolts In A Row cell the bolt analysis section will show the results of the complete analysis of the bolt group To Analyze A Bolt Group Enter all the design values and calculate The bolt group capacity will be shown for your use 1983 2003 ENERCALC Engineering Software Wood Design Modules 217 Assumptions amp Limitations e All loads must be applied along one axis and act through the center of stiffness of the bolt group No provisions are made in the program for eccentric loadings Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow sale 400in 400in 400i 525in jener 00 00 f Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering Software 218 ENERCALC General Description Using metal plates both sides Applied Eoad ae a 12 000 00 4
350. th each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab This tab shows the major calculated values for the system of walls entered Results fwyall Forces Sketch Summary X Dist to Center of Rigidity 97 114 ft Y Dist to Center of Rigidity 53 154 ft X Accidental Eccentricity 10 000 ft Y Accidental Eccentricity 9 000 ft Torsional Moments from Y Y Shear Xem Min96 MaxX Xer 31 386 ff 6 869 14 k ft Xem Min96 MaxX Xer 11 388ft 2 129 14 kft Torsional Moments from X X Shear Yem Min96 MaxY Ycr 21 346ft 65 119 63 kft Yorn Min e MaxY Yor 9 346ft 1 747 63 k ft Distance to Center of Rigidity This is the calculated distance from the datum 0 0 point to the center of translational rigidity of the system of walls The center of rigidity is calculated by e Forming a stiffness matrix for each wall This matrix models each wall s stiffness about its length and 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 43 thickness axis e Solve each matrix for wall rigidities e Solve simultaneous equations for X and Y locations of center of rigidity Accidental Eccentricity This value is the entered maximum X and Y dimensions multiplied by the minimum eccentricity value 100 CR CM Accidental Using the calculated center of rigidity and accidental torsion values that
351. th of reinforcing Min As 9 o Enter the absolute minimum reinforcing area ratio here The actual required reinforcing area is calculates as follows The required steel percentage is calculated by first finding the required steel area due to bending moments Req d 1 m 1 1 2 m Ru Fy 2 2 If this percentage is greater than 200 Fy then it is compared to your Min As value and the maximum used If it s less than 200 Fy it is multiplied by 1 33 and again compared to 200 Fy The minimum of those two values is then compared to your Min AS value and the larger used The actual area required is equal to the As value calculated previously multiplied by the footing width and Footing Thickness Rebar Cover Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Summary Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 175 Results sketch Printing Summary simpson Hold Downs amp Sill Bolting Design OK Wall Summary Using 15 32 Thick Structural on 1 side s Nailing is d at 3 in Edges d at 12 in Fie Applied Shear 466 34 Capacity 550 0008 gt OK Wall Overturning 30 976 6i
352. th of the compression edge of the beam that is to be used for calculation of allowable bending stress based on possible failure of the beam by lateral torsional buckling Uniform Loads You can enter dead and live loads applied to the full length of the center span This load has uniform intensity for the entire beam length Span Point Loads Two dead and live concentrated load can be applied to the center span X Dist is the load s location from the left support Results amp Graphics Tabs This set of tabs provides the calculated values resulting from your input on the Data Entry Tabs Because a recalculation is performed with each data entry the information on these tabs always reflects the accurate and current results problem sketch or stress deflection diagram Results Tab 1983 2003 ENERCALC Engineering Software Wood Design Modules 113 Results Sketch Diagrams Notes Printing Moments Beam is OK Deflection OK Mmax Center 10 40 in k at M Rt Support 0 00 in k Stress Ratio 0 328 Bending fb 416 9 psi Fb Shear fy 31 15 psi Fy Reactions Left DL LE UL 283 3 Max Right DL 124 7 LL 283 3 Max Defl Ratio Limit 356 0 Center Span Deflections DL 0 018 in 4 25 ft ju 0 040 in 4 25 ft DL LL 0 057 in 4 25 ft Cantilever End Deflections DL 0 000 in DL LL 0 000 in Cf 1 000 Rb 0 000 Le 0 000 ft 4 250 ft 1 450 0 psi 95 00 psi 408 0 Ibs 406 0 Ibs
353. the basic Fb entered under DESIGN DATA the actual allowable bending stress is calculated considering Load Duration Factor Size Factor and reductions considering lateral buckling failure caused by long unbraced lengths fb Actual Maximum moment divided by section modulus Maximum Shear For cantilevered beams this is the maximum shear over the support For calculation of the maximum shear the greater of e A total of all forces acting on the cantilever e The maximum reaction minus the total of all forces acting on the cantilever e For simple span beams it is simply the maximum end reaction fv Actual After calculations have determined the maximum shear magnitude at supports all loads within a distance Beam Depth from the support on the governing side of the beam are subtracted the result is divided by the beam s area and then multiplied by 1 5 to arrive at this true shear stress Fv Allow Basic Fv entered under the DESIGN DATA section is multiplied by the load duration factor Center Deflection Center Dead Load Deflection results from applying all dead loads to the beam and all contributing cantilevers and beams which the cantilevers support Center Maximum Deflection depends upon the state of the Skip Load flag If skip loading is not used dead and live loads are applied to all beams If skip loading IS used the live load is applied to the beam only between supports no cantilevers or beams they support are loaded with live lo
354. this area displays the beam deflections for center and cantilever spans as applicable All 250 span locations are checked for maximum deflection and both the location and deflection are given Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Results Sketch Diagrams Printing 9 69 k 41 k 25 00 R200k 6 09 k 6 09 k oo7 kat EET 0 27 st 020 kart EH T 0 20 ket mauu 0 31 kft osok HARE o40 t o40k HT E oo katt 040 kert TTE T 0 40 iut 12 00 ft Mmax 324 38 k ft at 19 99 ft from left Dmax 0 2929 in at 20 24 ft from left Mmax left 137 96 k ft Mmax right 137 60 k ft Rl 51 360 k Rr 49 099 k Vmax left 30 900 k Vmax rt 30 699 k Defl left end 0 1488 in Defl right end 0 1803 in Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data Table The Data Table tab provides the entire internal analysis at the 1 500th points within the beam 1983 2003 ENERCALC Engineering Software Structural Analysis Modules Results Sketch Diagrams Printing Graphic Diagram Data Table Print Diagram 324 38 283 83 243 28 202 74 51 2473 30 94 3715 43 36 4958 55 79 62 0 Location fti Shear k my E amp 8 51 2473 3
355. this program are Loads Applied AFTER 75 Curing These loads are considered typical live loads that may or may not be applied to the span 1983 2003 ENERCALC Engineering Software 306 ENERCALC General Dead Loads Live Loads Const Loads Section Props These loads are applied AFTER concrete curing and are long term loads Full Span Uniform Loads 1 k ft 2 g k ft 3 ah 4 g Point Loads 1 oso dk Location f 20000 2 _oso lk Location f 40 000 f 3 8 k Location 0 000 44 ft 4 H k Location 0 000 44 ft 5 38 k Location 0 000 44 ft 6 38 k Location 0 000 44 ft Trapezoidal Loads Left Right Start End Construction Loads Tab These loads are only considered for UNSHORED construction These loads cause dead load stress in the STEEL SECTION ONLY When the concrete has attained 75 curing these loads are assumed to be removed and only the other two types of loads will be used These loads are ignored for shored construction 1983 2003 ENERCALC Engineering Software Steel Design Modules 307 General Dead Loads Live Loads Const Loads Section Props These loads are applied BEFORE concrete curing and are REMOVED afterward Uniform Loads 1 WE k ft Location 0 000 4 gt gt 60 500 4 ft 2 E k ft Location 0 000 gt gt 0 000 ft 3 E k ft Location 0 000 gt gt 0 000 ft Point Loads iia 1 E k L
356. tion While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab This tab provides data entry for everything except loading on the beam 1983 2003 ENERCALC Engineering Software 266 ENERCALC General Uniform Loads Point Loads Moments Section Props Description Single offset point load mid span EBam Spatise ecu rr 15 000 ft Unbtasedilenqee sae ee 0 000 4 f tornal End Ri Pin Pin 7 Hending End FIXME eer eres Pin Pin Steel Section W12X40 EE ee 36 00 ksi Load Duration Factor 1 000 Basne MOUSE RER 290000 ksi Beam Span Enter the span length here No cantilevers are allowed Unbraced Length This is the user specified unbraced length of the compression flange used to determine the allowable F b based on flange buckling criteria Torsional End Fixity Enter the end fixities to use in determining the restraint case to be selected The end fixities should be thoroughly understood since warping restraint is difficult to achieve in actual practice Bending End Fixity Enter the end fixity combination that will be used to calculate bending moments due to applied l
357. tion Value from End Is Diaphragm Blocked F in att Blocking Direction 4 MedieSodh At West Wall 23 12 735 0 009 2nd zone 253 12 650 0 009 3rd zone 45 12 385 0 10 60 Center Zone 5512 290 0 3rd zone 46 12 385 0 13 68 2nd Zone 253 12 550 0 oo At East Wall 23 12 7350 oo Allow Shears per 2003 IBC Table 2306 3 1 Basic Usage e Before using the program establish a North South axis system to use for reference This will make data entry and interpretation of results much easier since all program input and output makes reference to such a layout e Diaphragm Lengths amp Chord Separations Enter the length and width of the rectangular diaphragm then enter the chord separations We have provided the ability to separate chord distance from building dimensions to allow use of beam lines as chords typically needed when the exterior walls have discontinuities e Diaphragm Weight only needs to be entered when seismic forces are being used and will be multiplied by Short Term Factor before generating lateral loads For wind analysis set this item equal to zero e Short Term Factor will be applied to diaphragm weight and applied boundary loads to generate lateral forces For wind analysis this should be set to 1 For seismic analysis enter the overall structural seismic factor 1983 2003 ENERCALC Engineering Software ENERCALC e Blocked Unblocked and Load Direction are used when retrieving allowable diaphr
358. tion properties used in this design analysis Uniform amp Partial Length Loads Uniform loads apply to the beam between the supports Any loads that need to be applied to the cantilever must be entered on the adjacent tab Partial Length loads allow you to enter a starting and ending location as a distance from the left support Values less than zero and grater than Column Spacing are not valid and will be automatically corrected for you Point Loads Enter any point loads applied to the beam here The Location is the distance from the left support Values less than zero and grater than Column Spacing are not valid and will be automatically corrected for you Key Tabs The data entry on this tab is essentially the same as the Right Cant tab except that no entry for cantilevers is available Instead the actual span of the beam is shown The Actual Span i calculated by subtracting the cantilevers specified on the adjacent tabs from the Column Spacing specified here Also the loads that you specify here are applied to any beam portion that is in this Column Spacing area Referring to the image below this means the right cantilever specified on the Right Cant tab and the left cantilever specified on the Double 1 tab 1983 2003 ENERCALC Engineering Software Wood Design Modules General Right Cant Keys Double 1 Key 2 Double 2 Key 3 ale Column Spacing Actual Span Unbraced Length Timber Section
359. to cantilevers or simple span beams between adjacent columns Live load is applied to the portion of the beam between supports e For Maximum Left Shear live load is applied to the left cantilever and the simple span beam is supported by the left cantilever This value is then compared to the maximum left reaction see below minus this value e For Maximum Left Reaction live load is applied between supports left cantilever and simple span beam supported by the left cantilever No live load is applied to the right cantilever or simple span beam supported by the right cantilever Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 12 4905 12 4300s 12 800b s 12 03 12 49051 tttttUETETTTIT THVT Tree eT Tee o TTTTTETETTETTT ou ARE LEARN res 4 Automatic Cantilever Length Optimization Using the Optimize Cantilevers button in the toolbar at the top of the screen you can have the program automatically calculate the proper cantilever lengths to make the center span Positive moments approximately equal to the Negative moments at the end supports The program performs a cyclical modification of the cantilever lengths and examines the resulting end moments and center span moments This type of optimization is essential when designing these types of beam system 1983 2003 ENERCALC Engineering Software 138 ENERCALC
360. ts and many other code checking items 1983 2003 ENERCALC Engineering Software 246 ENERCALC Change Will display the same window as above but allow you to change section properties Delete Will enable you to delete sections Note No sections in the supplied database can be deleted Only Sections that you ad can be later deleted Cancel Exit the steel database window ASD amp LRFD Design Modes Allowable Stress Design and Load amp Resistance Factor Design as specified by the American Institute of Steel Construction is provided by this program Only screen captures and descriptions for ASD are presented in this book More detailed LRFD documentation will be added and will be available in the electronically delivered versions of this book Check these locations for electronic media e Latest Adobe Acrobat PDF documentation file here ftp 208 36 30 226 sel5 pdf e Latest Windows Help system file here ftp 208 36 30 226 enercalc hlip e Internet HTML help documentation presented as web pages at www enercalc com sel_help Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Here is a basic sketch 2280 k 22 80 k 0 k oss kate TIENNE oe k 002 ket ET TN 0 50 kft 50 ft Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering
361. ts for the program to use in calculating the wind pressures and enter tributary widths for the calculation of total story shears at each level 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 69 UB ENERCALC c ECSS EXAMPLES ECW Multi Story Mind Forces Multi Story Wind Forces aromas 7 Help S Print ls X Cancel v Save General Force Table Results sketch Description ime Problem 5 24456 10 633 4 1 382 1400 44 89 26 953 35 089 456 162 E 3 11 302 1 400 4229 25499 62 042 1 262 708 Xposure 3 ss C 2 1198 1400 38 91 23751 87 541 2 400 742 See 97 UBC Definition Pg 2 9 1 1 060 1 400 34 43 21 452 111 292 3 847 538 Cq Pressure Coefficient 14 See 97 UBC Table 16 H P92 33 Inpoitence Factor o gt er ve 1 See 97 UBC Table 16 5 P92 35 Hryc WUE Send 2 95 00 aj See 97 UBC Wind Speed Map Pg 2 38 Qs Wind Stagnation Pressure 23 200 psf Parapet Height RE TRE 5 00 3 Lateral Base Level 10 070 k Total Base Shear 132 181 k Base Moment 4 882 056 k ft Basic Usage This program performs a simple tabular summary of wind pressures and basic usage consists of entering the wind pressure criteria selecting the number of stories and entering the floor to floor heights and exposed widths Basic usage follows these steps e Study your particular wind pressure area and design criteria and enter the Height Expos
362. tware Wood Design Modules 191 Results Diaphragm Design Sketch 43 68 ft 64 48 ft 68 64 ft 6 6 12 4 6 12 mn l G shares 10 80 ft 14 68 ft 42 64 ft Sample Printout 1983 2003 ENERCALC Engineering Software 192 ENERCALC ENERCALC Engineering Software Title ENERCALC Example Problems Job 97 000001 P O Box 188 Dsgnr MDB Date 4 05PM 25 OCT 03 Corona del Mar CA 92660 Description Colection of example problems Voice 949 645 0151 Scope All programs in the Structura Engineering Library www enercalc com UR FUEIRIRRUI V r 5 82 10 Sep 2909 Horizontal Plywood Diaphragm di ai restr i Ale i bare cg taare ap g c ec lexampies cow Timber dos Description Illustrating Zone Nailing Areas General Information Code Ref 1997 NDS 2003 IBC 2003 NF PA 5000 North South Length 260 00 ft Diaphrgm Weight 12 00 psf East West Length 180 00 ft Sasmi Factor 0 1830 Nort South Chord 260 001 Diaphragm Is Blocked East West Chord 180 00 ft Blocking Drection North South Boundary Loads Acting North amp South 1 1 154 00 sm Tram 0 000 T 180 000 ft 2 1 154 00 ww Tram 30 0001 180 000 fl 3 mt from 0 000 fit 0 000 4 mt tram 0 000 tt 0 000 2 115400 4m 3 amn 4 we North amp South Walls Framing Thickness n At North Wall Znd zone 3rd zone Center zone 3rd zone 2nd zone At South Wall East amp West Walls Framing Thickness in At West Wall x ur 2nd zone Xx
363. ue is automatically inserted from the previous input Design Pressure For each level the design pressure is determined by calculating UBC Formula 18 1 for the values entered This design pressure is then applied to the Exposed Width to calculate the lateral force being applied at each level Lateral Force This is the product of the Design Pressure Exposed Width Height Between Floors above amp below and is the force applied to each level for calculating Story Shear and Story Moment Story Shear The Story Shear at each level is calculated by adding the Lateral Forces at and above the current level Story Moment The Story Moment at each level is the summation of all the lateral forces above the current level times their moment arms Base Totals This are the total shear and overturning moment at the base of the structure Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 75 Results Sketch Design Pressure List Level Force Top Press 48 07 psf 5 00 ft 13 00 ft 13 00 ft 13 00 ft 13 00 ft 13 00 ft Ei a E 1 Design Pressure List This tab shows the calculated wind pressure for the entire height of the structure you have entered The total height is divided into 400 increments a
364. ure and Gust factors Pressure Coefficient Basic Wind Speed and Importance Factor The Wind Stagnation Pressure will be automatically read from an internal table after the first calculation is performed e Enter the distance the building wall extends above the top framing level in the entry Parapet Height The load at the top level will be calculated as this height plus tributary force on 12 the distance to the level below e Continue to enter the Level Height and Exposed Width for each level that is above grade Exposed width is used directly to calculate the tributary wind force at that level Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow 1983 2003 ENERCALC Engineering Software 70 ENERCALC Level Force Top Press 48 07 psf 5 00 ft 13 00 ft 13 00 ft 13 00 ft 13 00 ft 13 00 ft Base Press 34 42 pst Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right hand side of the screen calculated values sketches diagrams etc A recalculation is performed after any entry data is changed After each data entry you can view the results on the right hand set of tabs General Tab 1983 2003 ENERCALC Engineering
365. use this program performs a very complex stiffness matrix analysis for all walls the traditional method of listing separate components of direct and torsional shears is not applicable Also the program internally adds and subtracts the additional accidental eccentricity based on both maximum dimensions about each axis to calculate maximum force to each wall The results in one final force value being displayed for each wall Coordinate System Please note that a STRICT X Y coordinate system should be used to ensure that the analysis is properly carried out When setting up an X Y coordinate axis please follow the standard Cartesian model with the diaphragm located such that X increases to the right and Y increases up Unless another method is necessary this will perform very well but the program can handle variations 1983 2003 ENERCALC Engineering Software 38 ENERCALC Example The data entry for this example is shown in the screen captures that accompany the Data Entry Tabs and Results amp Graphics Tabs sections to follow Here is the sketch showing the angular orientation of the walls Please see the table of wall input values for the exact locations d CA 97115318 C M 118 50 71 50 Data Entry Tabs This set of tabs provides entries for all input in this calculation While you are entering data and switching between these tabs you can view the desired resulting information on the tabs on the right h
366. used to calculate analysis values at 250 span increments Only cases 3 4 6 7 and 12 have been incorporated e Case 3 Ends torsionally pinned with a concentrated twisting moment applied between supports e Case 4 Ends torsionally pinned with a uniform load applied to the beam at an off center eccentricity e Case 6 Ends torsionally fixed with a concentrated twisting moment applied between supports e Case 7 Ends torsionally fixed with a uniform load applied to the beam at an off center eccentricity e Case 12 Left end torsionally fixed right end torsionally pinned uniform load applied to the beam at an off center eccentricity These stresses are combined with the actual stresses from normal X X axis bending and compared with allowable values based on compactness and lateral buckling criteria Final stresses are determined by combining major axis bending and shears with torsional moments Normal and shear stresses from plane bending are combined with torsional bending warping shear and pure torsional shear forces to give a final analysis of the actual stresses deflections and rotations of the beam s slenderness effects R ENERCALC c ECSS EXAMPLES ECW Torsional Analysis of Steel Beam Torsional Analysis of Steel Beam General unio Loads PointLoads Moments Section Props Results sketen Diagrams Printing Description Single offset point load mid span Summary Details Bending DL LL DL LL DL LL ST Flange Bend
367. vEetlactlon ss ce uno 0 0000 in CT RS Ae 1 000 RO MEE C 0 000 Hr eee wei pP 0 000 ft Moments amp Stresses These are the maximum values to use for design for this span The Mid Span moment can occur anywhere between the two end supports It is possible that this number is right next to the support Max Moment Mid Span To determine maximum moments the following technique is used e Fixed end moments are calculated for each span When LL Flag is set to NO no live loads are applied to that span e A 16 pass moment distribution is performed on the entire eight span system e The resulting end moments are then applied to each beam end and the resulting moments shears and deflections for the span are calculated Each beam is divided into 250 increments for this process Max Left End amp Right End Maximum values for the calculated moments at the ends or over the supports when a cantilever is present 1983 2003 ENERCALC Engineering Software 102 ENERCALC Bending Stress Actual amp Allowable Allowable bending stress calculated considering Cf load duration factor and from the evaluation of allowable bending stress due to the unbraced length Actual bending stress is the maximum of positive or negative moment divided by section modulus of the beam at that span location Continuous beams will have this value equal to the maximum stress between the supports Shear Stress Allowable stress is calcula
368. ve loading s are considered for calculation of maximum shears moments deflections and combined stresses Full AITC stress analysis is performed considering shear depth reductions and duration of load factors Series of Cantilevered Beams Series of Cantilevered Beams is perfect for design of simple span amp cantilevered roof and floor systems typically used in warehouse type structures The need to optimize cantilever lengths and evaluate deflections and cambers for these systems is completely provided The program places live loads at different locations to determine maximum reactions shears moments and dead and live load deflections Cantilever bracing load duration and laminations are considered when performing stress checks Timber Column Design Timber Column Design analyzes rectangular and circular timber columns subjected to axial loads eccentricities haunch loads and lateral moments Allowable bending and 1983 2003 ENERCALC Engineering Software Wood Design Modules 93 axial stress are calculated considering unbraced lengths and interaction formulas Plywood Shear Wall amp Footing Plywood Shear Wall Footing greatly simplifies designing typical plywood shear walls By using diaphragm shears drag forces and vertical stabilizing loads a complete wall and footing design will be given Nailing wall stability and footing designs are provided Plywood Diaphragm Design Plywood Diaphragm Design provides fa
369. ved the Construction Only loads are assumed to be removed and the full composite section takes live loads Theoretically when the Construction Only load is removed the beam deflection decreases thus causing tension in the concrete This Effect Is Ignored By The Program Dead Loads Tab Dead Loads in this program are Loads Applied BEFORE 75 Curing These loads are considered typical dead loads placed on the beam for its entire life Auto Calc Beam Weight uses the area of the beam and standard density of steel PLUS the area of the slab considering metal deck ribs if used and entered concrete density to add in the total beam weight as a uniform dead load on the span This is done internally Load locations are measured from the left support going to the right 1983 2003 ENERCALC Engineering Software Steel Design Modules 305 General Dead Loads Live Loads Const Loads Section Props These loads are applied BEFORE concrete curing and are long term loads Full Span Uniform Loads 1 2 3 4 1 750 3 kif kift y k ft ah Point Loads 1 2 3 4 5 6 Trapezoidal Loads amp Left Right Note Auto Calc Beam Weight Weight of concrete slab must be entered as an applied dead load Location Location Location Location Location Location 20000 f 40000 4 ft o000 4 ft oogt oogt o 000 4 ft Live Loads Tab Live Loads in
370. ximum positive and 1983 2003 ENERCALC Engineering Software Structural Analysis Modules 31 negative soil pressures and the locations where they occur are given by checking the span at 250th points Values Beam Ends e Reactions Ra and Rb left and right supports are given for ends which have Pinned and Fixed support restraints e Rotations at Left and Right left and right ends supports are given for ends which have Free Pinned and Infinite support restraints e Moments Ma and Mb left and right ends supports are given for ends which have Guided and Fixed support restraints e Deflections Da and Db left and right ends supports are given for ends which have Free and Guided support restraints Sketch Tab This tab provides a sketch of the beam with loads and resulting values shown Using the Print Sketch button will print the sketch in large scale on a single sheet of paper Results Sketch Diagrams Printing 1 74 k ft 13 94 k Wk Ga n ERRARE am Mmax 46 10 k ft at 8 72 ft from left Mmin 101 74 k ft at 0 00 ft from left Dmax 0 0000 in at 0 00 ft from left Dmin 0 0464 in at 11 26 ft from left M left 101 74 k ft RI 31 528 k Vmax 31 52 k at 0 00 ft from left Rr 2 577k Vmin 11 85 k at 16 07 ft from left Diagrams Tab This displays a moment shear and deflection diagram for the beam with the applied loads and end conditions Note the two tabs Graphic Diagram and Data T
371. y The maximum applied shear value will be the maximum force from each shear force acting separately along each axis Forces Act Together Both XX and YY axis shear forces will be applied to the diaphragm simultaneously to calculate the maximum forces to each wall Minimum Applied Shear Eccentricity This specifies the minimum accidental additional eccentricity that should always be used for determining torsional forces on the diaphragm Entering 5 specifies 5 minimum accidental eccentricity for a direction For a 100 maximum dimension this would result in a 5 0 minimum eccentricity between center of mass and center of rigidity Distance to Center of Mass Enter the X and Y distance from the datum point to where the Shear Force is applied The center of rigidity 5 accidental eccentricity is compared with this location to determine overall diaphragm 1983 2003 ENERCALC Engineering Software 40 ENERCALC torsions Maximum Dimensions This value represents the diaphragm s maximum dimension along the X and Y axis and is used to determine the minimum eccentricity of the applied shears by multiplying it by the Minimum Applied Shear Eccentricity Wall Data Tab This tab is used as the main data entry location for all wall data The entry items at the bottom of the screen let you edit the highlighted item in the list directly To Add a wall you must use the Add button General Wall Data Add Change
372. y area displays in tabular form the beam s moments shears deflections and reactions for different dead live and short term loading patterns When no cantilevers are used many of these areas will be blank or equal to others It is from this tabulation of values that the maximums are selected Moments M and M are determined by checking 250 points along the span for maximum and minimum values Moments at the left and right end are calculated at the supports for conditions with cantilevers or fixed ends 1983 2003 ENERCALC Engineering Software Steel Design Modules 255 Results Sketch Diagrams Printing Summary Load Combinations Load Combination Results These columns are Dead Live Load placed as noted Placed for DL LL LL ST LL LL ST Max Value Only Center n Center Cants Cants Cntr M 13658 245 07 119 34 k ft Cntr M 290 49 505 06 271 16 Overall Max M 505 06 Left 290 49 505 06 271 16 Right 45 41 45 41 84 07 V Left 54 87 31 97 54 87 30 78 k V Rt 39 40 22 88 39 40 24 08 Cntr Defl 0 670 0 377 O670 0 377 0330 0 377 in Left Defl 0 000 0 000 0 000 0 000 0 000 0 000 in Right Def 0 407 0 210 0 407 0 210 0 148 0 210 in Query Loc NU 0 000 0 000 0 000 0 000 0 000 in R Lft 54 87 31 97 54 87 31 97 30 78 31 97 k R Rt 57 31 31 55 45 07 31 55 40 78 31 55k Notes on Allowable Stress Determination In this section various messages will be displayed indicating what fact

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