Scope : Steel Beam Design. Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together # 1 # 2 # 3 # 4 # 5 # 6 # Start Location End Location
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1 Dsgnr: Date: 9:01AM, 12 MAR 10 (c) ENERCALC Engeerg Soware B2 wdnw "6" General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W6X15 section, Span = 7.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 7.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl 3,619.4 : 1 fb / Fb : 1 Length/(DL+LL Defl) 3,619.4 : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 1.28 k 1.28 k Right 1.28 k 1.28 k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
2 Dsgnr: Date: 9:01AM, 12 MAR 10 (c) ENERCALC Engeerg Soware B2 wdnw "6" Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X J Zx Cw Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
3 (c) ENERCALC Engeerg Soware B2 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W6X15 section, Span = 9.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl 2,466.4 : 1 fb / Fb : 1 Length/(DL+LL Defl) 1,425.7 : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 1.96 k k Right 1.96 k k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
4 (c) ENERCALC Engeerg Soware B2 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X J Zx Cw Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
5 (c) ENERCALC Engeerg Soware B3 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W8X15 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W8X15 section, Span = 1, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl 1,291.0 : 1 fb / Fb : 1 Length/(DL+LL Defl) : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 4.19 k k Right 4.19 k k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
6 (c) ENERCALC Engeerg Soware B3 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W8X J Zx Cw Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
7 (c) ENERCALC Engeerg Soware B4 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W12X26 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W12X26 section, Span = 2, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 4.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl 2,109.3 : 1 fb / Fb : 1 Length/(DL+LL Defl) : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 6.13 k k Right 6.13 k k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
8 (c) ENERCALC Engeerg Soware B4 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W12X J Zx Cw Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
9 (c) ENERCALC Engeerg Soware B5 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X25 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Distributed Loads DL LL ST Start Location End Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W6X25 section, Span = 13.50, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 2.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl 1,569.2 : 1 fb / Fb : 1 Length/(DL+LL Defl) : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k/ k/ k/ Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 8.19 k k Right 8.19 k k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
10 (c) ENERCALC Engeerg Soware B5 Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X J Zx Cw 15 6 Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
11 (c) ENERCALC Engeerg Soware B8 REVISED General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W6X9 Fy ksi Center Span Le Cant. Right Cant Lu : Unbraced Length Pot Loads Dead Load Live Load Short Term Location Pned-Pned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Note! Short Term Loads Are WIND Loads. # 1 # 2 # 3 # 4 # 5 # 6 # Usg: W6X9 section, Span = 21.00, Fy = 36.0ksi End Fixity = Pned-Pned, Lu = 21.00, LDF = Actual Allowable Moment k k- Max. Deflection fb : Bendg Stress ksi ksi Length/DL Defl : 1 fb / Fb : 1 Length/(DL+LL Defl) : 1 Shear k k fv : Shear Stress ksi ksi fv / Fv : 1 Force & Stress k k k Beam OK Static Load Case Governs Stress <<-- These columns are Dead + Live Load placed as noted -->> DL LL LL+ST LL LL+ST Maximum Cants Max. M k k- Max. M - k- Max. Le k- Max. Right k- Le 0.30 k 0.30 k Right 0.30 k 0.30 k Center Defl Le Cant Defl Right Cant Defl Query Le Rt k k
12 (c) ENERCALC Engeerg Soware B8 REVISED Page 2 Section Properties Depth Web Thick Width Flange Thick Area Rt Values for LRFD Design... W6X J Zx Cw Zy K Weight Ixx Iyy Sxx Syy R-xx R-yy #/
13 Rev: (c) ENERCALC Engeerg Soware B8 General Timber Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA Base allowables are user defed Section Name MicroLam: 1.75x9.25 Center Span Lu Beam Width Le Cantilever.....Lu Beam Depth Right Cantilever.....Lu Member Type Manuf/So.Pe Truss Joist - MacMillan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Load Dur. Factor Fv Allow psi Beam End Fixity P-P Fc Allow E psi 1,900.0 ksi Pot Loads Dead Load lbs lbs lbs lbs lbs lbs lbs Live Load lbs lbs lbs lbs lbs lbs lbs...distance Beam Design OK Span= 21.00, Beam Width = x Depth = 9.25, Ends are P-P Max Stress Ratio : 1 Maximum Shear * k Maximum Moment 2.1 k- Allowable 2.3 k- Allowable 5.8 k Max. Positive Moment 2.09 k- at Max. Negative Moment k- at Le 0.21 Right 0.19 k Le Support k- Le 0 Right Support Center Max. M allow 2.34 Right 0 fb 1, psi fv psi Le DL 0.21 k Max 0.21 k Fb 1, psi Fv psi Right DL 0.19 k Max 0.19 k Deflections Center Span... Dead Load Total Load Deflection Location Length/Defl Le Cantilever... Dead Load Total Load Deflection Length/Defl Right Cantilever... Deflection 0 0 Camber ( usg 1.5 * D.L. Defl Center Length/Defl 0.0 Le Right 0 Stress Calcs Bendg Analysis Ck Le Sxx Area Cf Rb Cl Max Moment Sxx Req'd Allowable Center 2.09 k , Le Support k- 3,25 Right Support k- 3,25 psi Shear Le Right Support Design Shear 0.31 k 0.29 k Area Required Fv: Allowable psi psi Supports Max. Le Reaction 0.21 k Bearg Length Req'd Max. Right Reaction 0.19 k Bearg Length Req'd 0.145
14 Rev: (c) ENERCALC Engeerg Soware B8 General Timber Beam Page 2 Query Values M, V, & Specified Locations Moment Shear Center Span Location = k k Right Cant. Location = k- k Le Cant. Location = k- k 00
15 Rev: (c) ENERCALC Engeerg Soware C1 Steel Column General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Loads Steel Section TS4X4X1/4 Fy Duration Factor ksi X-X Sidesway : Y-Y Sidesway : Column Height 10 Elastic Modulus 29,00 ksi End Fixity P-P X-X Unbraced 10 Kxx Live & Short Term Loads Combed Y-Y Unbraced 10 Kyy Axial Load... Dead Load k Ecc. for X-X Axis Moments Live Load 3 k Ecc. for Y-Y Axis Moments Short Term Load k Section : TS4X4X1/4, Height = 1, Axial Loads: DL =, LL = 3, ST = k, Ecc. = Unbraced Lengths: X-X = 1, Y-Y = 1 Combed Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H AISC Formula H AISC Formula H1-3 Restraed Restraed Column Design OK Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable ksi ksi ksi ksi fa : Actual ksi 8.36 ksi 8.36 ksi 8.36 ksi Fb:xx : Allow [F1-6] ksi ksi ksi ksi Fb:xx : Allow [F1-7] & [F1-8] ksi ksi ksi ksi fb : xx Actual ksi 3.65 ksi 3.65 ksi 3.65 ksi Fb:yy : Allow [F1-6] ksi ksi ksi ksi Fb:yy : Allow [F1-7] & [F1-8] ksi ksi ksi ksi Analysis Values fb : yy Actual ksi 3.65 ksi 3.65 ksi 3.65 ksi F'ex : DL+LL 23,745 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 F'ey : DL+LL 23,745 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 31,580 psi Cm:x DL+LL+ST 0.60 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 31,580 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Axis Deflection at Max Y-Y Axis Deflection at 5.800
16 Rev: (c) ENERCALC Engeerg Soware C1 Steel Column Page 2 Section Properties TS4X4X1/4 Depth Weight #/ Thickness Ixx Width Iyy Sxx Area Syy Rt Rxx Ryy Section Type = TS-Square Values for LRFD Design... J Zx Zy
17 Dsgnr: Date: 9:03AM, 12 MAR 10 Rev: (c) ENERCALC Engeerg Soware P2 Square Footg Design General Information Code Ref: ACI , 1997 UBC, 2003 IBC, 2003 NFPA 5000 Note: Dead Load 0 k Footg Dimension Live Load k Thickness Short Term Load 0 k # of Bars 3 Seismic Zone 1 Bar Size 5 Overburden Weight 0 psf Rebar Cover Concrete Weight pcf f'c 3,000.0 psi LL & ST Loads Combe Fy 40,000.0 psi Load Duration Factor Column Dimension Allowable Soil Bearg 1,50 psf Reforcg Load factorg supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI for concrete design. Factorg of entered loads to ultimate loads with this program is accordg to ACI C.2 Rebar Requirement Actual Rebar "d" depth used /Fy 50 As Req'd by Analysis 15 2 M. Ref % to Req'd 20 % 3.50 square x 12.0 thick with 3- #5 bars As to USE per foot of Width Total As Req'd M Allow % Ref 14 Max. Static Soil Pressure 1, psf Vu : Actual One-Way psi Allow Static Soil Pressure 1,50 psf Vn*Phi : Allow One-Way psi Max. Short Term Soil Pressure 1, psf Vu : Actual Two-Way psi Allow Short Term Soil Pressure 1, psf Vn*Phi : Allow Two-Way psi Mu : Actual 3.75 Mn * Phi : Capacity 6.59 Footg OK Alternate Rebar Selections... 5 # 4's 3 # 5's 3 # 6's 2 # 7's 2 # 8's 1 # 9's 1 # 10's
18 Dsgnr: Date: 9:03AM, 12 MAR 10 Rev: (c) ENERCALC Engeerg Soware P1 Square Footg Design General Information Code Ref: ACI , 1997 UBC, 2003 IBC, 2003 NFPA 5000 Note: Dead Load 0 k Footg Dimension Live Load k Thickness Short Term Load 0 k # of Bars 3 Seismic Zone 1 Bar Size 5 Overburden Weight 0 psf Rebar Cover Concrete Weight pcf f'c 3,000.0 psi LL & ST Loads Combe Fy 40,000.0 psi Load Duration Factor Column Dimension Allowable Soil Bearg 1,50 psf Reforcg Load factorg supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI for concrete design. Factorg of entered loads to ultimate loads with this program is accordg to ACI C.2 Rebar Requirement Actual Rebar "d" depth used /Fy 50 As Req'd by Analysis 07 2 M. Ref % to Req'd 14 % 2.50 square x 12.0 thick with 3- #5 bars As to USE per foot of Width Total As Req'd M Allow % Ref 14 Max. Static Soil Pressure 1, psf Vu : Actual One-Way psi Allow Static Soil Pressure 1,50 psf Vn*Phi : Allow One-Way psi Max. Short Term Soil Pressure 1, psf Vu : Actual Two-Way psi Allow Short Term Soil Pressure 1, psf Vn*Phi : Allow Two-Way psi Mu : Actual 1.88 Mn * Phi : Capacity 9.14 Footg OK Alternate Rebar Selections... 4 # 4's 3 # 5's 2 # 6's 2 # 7's 1 # 8's 1 # 9's 1 # 10's
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