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'ഀ ~Fഀ lഀ Monroe & Newellഀ Engineers, Inc.ഀ STRUCTURAL ENGINEERING CALCULATIONSഀ For:ഀ Vail's Front Doorഀ Building "C"ഀ Building Permit #B06-0020ഀ Vail, Coloradoഀ M&N #5500.02ഀ Vail, Coloradoഀ Denver, Coloradoഀ Frisco, Coloradoഀ These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use orഀ reproductions of these calculations without the expressed written permission of Monroe & Newellഀ Engineers, Inc. is strictly prohibited.ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.ഀ This includes all sheets attached to this cover.ഀ July 5, 2006ഀ 2006 Platinum Sponsorഀ The Colorado Chapter ofഀ The American Institute of Architectsഀ www.monroe-newell.comഀ 1701 Wynkoop Street • Suite 200 . Denver, Colorado 80202ഀ (303) 623-4927 • FAX (303) 623-6602 • email: denver@monroe-newell.comഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OFഀ A CALCULATED BY DATEഀ CHECKED BY DATEഀ Monroe & Newell JOB 1 -Sob -0 vഀ (.R~~✓tഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED DATE Zഀ CHECKED BY DATEഀ Q..ഀ Vഀ Title : Job #ഀ Dsgnr: Date: 10:40AM, 5 JUL 0ഀ Descriptionഀ Scope :ഀ Rev: 580001ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B12 (REVISED PER S10/ARCH.) 3.23.06ഀ Design Inputഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ;ഀ sഀ Section Name W21X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 27.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 8.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 0.698 k/ftഀ #1 9.500 k 1.750ftഀ #2 k/ftഀ #2 6.200 k 5.500ftഀ #3 k/ftഀ #3 1.400 k 7.500 ftഀ #4 k/ftഀ #4 1.600 k 19.000ft.ഀ Trapezoidal Loads...ഀ #1 @ Left 0.194 k/ftഀ @ Rightഀ 0.194 k/ft 7.500 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ 5 Point Loads...ഀ 4 1ഀ 0.775 k/ftഀ # 1ഀ 25.800 kഀ 1.750 ftഀ # 2ഀ k/ftഀ # 2ഀ 7.600 kഀ 5.500 ftഀ # 3ഀ k/ftഀ # 3ഀ 3.700 kഀ 7.500 ftഀ # 4ഀ k/ftഀ # 4ഀ 3.900 kഀ 19.000 ftഀ Summary a OK Shored & Unshoredഀ Using: W21 X50, Span = 27.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beamഀ Actual = 25,420.8 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stressഀ Actual = 14,394.9 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stressഀ Actual = 9,058.2 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans)ഀ Actual = 29,009.0 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ MII / Strans(top)ഀ Actual = 499.3 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stressഀ Check : (Mdl + MII) / Ssഀ 33,771.8ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)ഀ 868.5ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 14 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 65.74 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 262.97k Vh : Used 112.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.483 ftഀ , Useഀ 5 studsഀ Zone 2 fromഀ 3.483 ftഀ toഀ 6.967 ftഀ , Useഀ 5 studsഀ Zone 3 fromഀ 6.967 ftഀ toഀ 10.450 ftഀ , Useഀ 4 studsഀ Zone 4 fromഀ 10.450 ftഀ toഀ 16.133 ftഀ , Useഀ 4 studsഀ Zone 5 fromഀ 16.133 ftഀ toഀ 21.817 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 21.817 ftഀ toഀ 27.500 ftഀ , Useഀ 5 studsഀ Title : Job #ഀ Dsgnr: Date: 10:40AM, 5 JUL 06ഀ Descriptionഀ Scopeഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Page 2ഀ (01983.2003 ENERCALC Engineering Software Composite Steel Beamഀ calculations.ecw:Calculationsഀ Description 612 (REVISED PER S10/ARCH.) 3.23.06ഀ Deflectionsഀ I : Transformed 2,654.35 in4 I : Effective 2,074.09in4ഀ Shore Unshoredഀ Before 75 % Curing 0.263 in (after shores removed) 0.554 inഀ Construction Loads Only 0.000 in 0.000 inഀ After 75% Curing 0.354 in 0.354 inഀ Total Uncured Deflection 0.263 in L / 1256.5 0.554 in L / 596.1ഀ Composite Deflection 0.617 in L / 534.7 0.908 in L / 363.4ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 26.91 kഀ 13.81 kഀ Compositeഀ 44.79 kഀ 17.52 kഀ Max DL + LLഀ 71.70 kഀ 31.34 kഀ Analysis Valuesഀ Maximum Momentsഀ r_-ഀ Effective Flange Width...ഀ Dead Load Aloneഀ 113.33 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 6.875 ftഀ Dead + Constഀ 113.33 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 152.86 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 265.89 k-ftഀ Effective Width 6.875 ftഀ Support Shearsഀ Shear @ Leftഀ 71.70 kഀ Shear @ Rightഀ 31.34 kഀ Section Propertiesഀ Section Nameഀ W21X50ഀ Depthഀ 20.830 inഀ Ixx : Steel Sectionഀ 984.00 in4ഀ Widthഀ 6.530 inഀ I transformedഀ 2,647.13 in4ഀ Flange Thickഀ 0.535 inഀ Strans : topഀ 395.50 in3ഀ Web Thickഀ 0.380 inഀ Strans : botഀ 142.04 in3ഀ Areaഀ 14.700 in2ഀ Strans : eff @ botഀ 125.52 in3ഀ Weightഀ 49.931 #/ftഀ n"Strans : Ef @ topഀ 2,702.4 in3ഀ I-steelഀ 984.00 in4ഀ X-X Axis from Botഀ 18.64 inഀ S steel : topഀ 94.48 in3ഀ Vh @ 100%ഀ 262.97 kഀ S steel : bottomഀ 94.48 in3ഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 MAR6ഀ Descriptionഀ Scope :ഀ User: i wM0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B12 (REVISED PER 710/ARCH.)ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W21X50 Fy 50.00 ksiഀ Beam Span 28.000 ft fc 3,000.00 psiഀ Beam Spacing 8.000 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Deck Rib Heightഀ 2.000 inഀ Rib Spacingഀ 12.000 inഀ Rib Widthഀ 5.000 inഀ Rib Orientationഀ Perpendicularഀ Beam Locationഀ Slab Both Sidesഀ Stud Diameter 0.625 inഀ Stud Height 3.000 inഀ Beam Weight Added Intemallyഀ Using Partial Composite Actionഀ Elastic Modulus 29,000.00 ksiഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.700 k/ftഀ # 1ഀ 9.500 kഀ 2.000ftഀ # 2 k/ftഀ # 2ഀ 1.400 kഀ 7.540ftഀ # 3 k/ftഀ # 3ഀ 3.900 kഀ 19.000 ftഀ # 4 k/ftഀ # 4ഀ 3.800 kഀ 5.500ftഀ Trapezoidal Loads...ഀ # 1 @ Left 0.195 k/ft @ Rightഀ 0.195 k/ftഀ 7.500 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 0.775 k/ftഀ # 1ഀ 25.800 kഀ 2.000 ftഀ # 2ഀ k/ftഀ # 2ഀ 3.700 kഀ 7.500 ftഀ # 3ഀ k/ftഀ # 3ഀ 9.900 kഀ 19.000 ftഀ # 4ഀ k/ftഀ # 4ഀ 10.000 kഀ 5.500 ftഀ OK Shored & Unshoredഀ Using: W21 X50, Span = 28.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ Bottom of Beamഀ Actual = 29,531.0 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stressഀ Actual = 15,163.0 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stressഀ Actual = 9,431.1 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans)ഀ Actual = 33,288.5 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ Mil / Strans(top)ഀ Actual = 610.3 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stressഀ Check : (Mdl + Mil) / Ssഀ 39,185.0ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top " n)ഀ 994.4ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 14 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 66.94 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 267.75k Vh : Used 112.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.169 fiഀ , Useഀ 5 studsഀ Zone 2 fromഀ 4.169 ftഀ toഀ 8.338 ftഀ , Useഀ 5 studsഀ Zone 3 fromഀ 8.338 ftഀ toഀ 12.507 ftഀ , Useഀ 4 studsഀ Zone 4 fromഀ 12.507 ftഀ toഀ 17.671 ftഀ , Useഀ 4 studsഀ Zone 5 fromഀ 17.671 ftഀ toഀ 22.836 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 22.836 ftഀ toഀ 28.000 ftഀ , Useഀ 5 studsഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Descriptionഀ Scope :ഀ Rev: 580001 Pa e 2ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam gഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecmCalculationsഀ Description 612 (REVISED PER 910/ARCH.)ഀ Deflectionsഀ I : Transformedഀ 2,666.37 in4ഀ I : Effective 2,072.09in4ഀ Shored.ഀ Unshoredഀ Before 75 % Curingഀ 0.291 in (after shores removed)ഀ 0.612 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.468 inഀ 0.468 inഀ Total Uncured Deflectionഀ 0.291 in L / 1156.2ഀ 0.612 in L / 549.1ഀ Composite Deflectionഀ 0.759 in L / 442.8ഀ 1.080 in L / 311.1ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 25.92 kഀ 15.14 kഀ Compositeഀ 48.73 kഀ 22.37 kഀ Max DL + LLഀ 74.65 kഀ 37.51 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 119.38 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 7.000 ftഀ Dead + Constഀ 119.38 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 189.36 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 308.51 k-ftഀ Effective Width 7.000 ftഀ Support Shearsഀ Shear @ Leftഀ 74.65 kഀ Shear @ Rightഀ 37.51 kഀ Section Propertiesഀ Section Nameഀ W21X50ഀ Depthഀ 20.830 inഀ Ixx : Steel Sectionഀ 984.00 in4ഀ Widthഀ 6.530 inഀ I transformedഀ 2,659.17 in4ഀ Flange Thickഀ 0.535 inഀ Strans : topഀ 400.82 in3ഀ Web Thickഀ 0.380 inഀ Strans : botഀ 142.23 in3ഀ Areaഀ 14.700 in2ഀ Strans : eff @ botഀ 125.37 in3ഀ Weightഀ 49.931 #/ftഀ n*Strans : Ef @ topഀ 2,718.0 in3ഀ I-steelഀ 984.00 in4ഀ X-X Axis from Botഀ 18.70 inഀ S steel : topഀ 94.48 in3ഀ Vh @ 100%ഀ 267.75 kഀ S steel : bottomഀ 94.48 in3ഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Descriptionഀ Scope :ഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Enoineerina Software calculations.ecw:Calculationsഀ Description 1313 (REVISED PER ARCH)ഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W21X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 31.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 7.500 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied beforeഀ 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 0.675 k/ftഀ #1 2.200 k 11.000ftഀ Trapezoidal Loads...ഀ #1 @ Left 0.190 k/ft Q Rightഀ 0.190 k/ft 11.000 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.750 k/ftഀ # 1 5.600 k 11.000 ftഀ OK Shored & Unshoredഀ Using: W21X50, Span = 31.50ft, Slab Thickness = 4.5001n, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 22,210.4 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stress Actual =ഀ 13,799.3 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stress Actual =ഀ 3,794.1 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + Mll/Strans) Actual =ഀ 25,751.9 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ MII / Strans(top) Actual =ഀ 386.9 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stress Check : (Mdl + MIIഀ ) / Ssഀ 29,825.0ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)ഀ 719.0ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 16 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 71.72 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 286.88k Vh : Used 128.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.550 ftഀ , Useഀ 5 studsഀ Zone 2 fromഀ 4.550 ftഀ toഀ 9.100 ftഀ , Useഀ 6 studsഀ Zone 3 fromഀ 9.100 ftഀ toഀ 13.650 ftഀ , Useഀ 5 studsഀ Zone 4 fromഀ 13.650 ftഀ toഀ 19.600 ftഀ , Useഀ 5 studsഀ Zone 5 fromഀ 19.600 ftഀ toഀ 25.550 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 25.550 ftഀ toഀ 31.500 ftഀ , Useഀ 6 studsഀ (Qഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Description : Aഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description 1313 (REVISED PER ARCH)ഀ Deflectionsഀ I : Transformedഀ 2,711.98 in4ഀ I : Effective 2,138.24in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.312 in (after shores removed)ഀ 0.679 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.357 inഀ 0.357 inഀ Total Uncured Deflectionഀ 0.312 in L / 1210.5ഀ 0.679 in L / 557.1ഀ Composite Deflectionഀ 0.670 in L / 564.6ഀ 1.036 in L / 365.0ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Riahtഀ Dead + Constuctionഀ 14.57 kഀ 12.55 kഀ Compositeഀ 15.46 kഀ 13.77 kഀ Max DL + LLഀ 30.03 kഀ 26.32 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 108.65 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 7.875 ftഀ Dead + Constഀ 108.65 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 7.500 ftഀ Live Load Onlyഀ 126.37 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 234.82 k-ftഀ Effective Width 7.500 ftഀ Support Shearsഀ Shear @ Leftഀ 30.03 kഀ Shear @ Rightഀ 26.32 kഀ Section Propertiesഀ Section Nameഀ W21X50ഀ Depthഀ 20.830 inഀ Ixx : Steel Sectionഀ 984.00 in4ഀ Widthഀ 6.530 inഀ I transformedഀ 2,704.88 in4ഀ Flange Thickഀ 0.535 inഀ Strans : topഀ 421.92 in3ഀ Web Thickഀ 0.380 inഀ Strans : botഀ 142.97 in3ഀ Areaഀ 14.700 in2ഀ Strans : eff @ botഀ 126.87 in3ഀ Weightഀ 49.931 #/ftഀ n"Strans : Ef @ topഀ 2,909.3 in3ഀ I-steelഀ 984.00 1n4ഀ X-X Axis from Botഀ 18.92 inഀ S steel : topഀ 94.48 in3ഀ Vh @ 100%ഀ 286.88 kഀ S steel : bottomഀ 94.48 in3ഀ Title : Job # fഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Descriptionഀ Scopeഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.em Calculationsഀ Description 615 (REVISED PER ARCH)ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W12X16 Fy 50.00 ksiഀ Beam Span 6.500 ft f'c 3,000.00 psiഀ Beam Spacing 8.000 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Deck Rib Heightഀ 2.000 inഀ Rib Spacingഀ 12.000 inഀ Rib Widthഀ 5.000 inഀ Rib Orientationഀ Perpendicularഀ Beam Locationഀ Slab Both Sidesഀ Stud Diameter 0.625 inഀ Stud Height 3.000 inഀ Beam Weight Added Internallyഀ Using Partial Composite Actionഀ Elastic Modulus 29,000.00 ksiഀ Dead Loads (applied before 75% curing) IIIഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.750 k/ft # 1 k ftഀ #2 0.210k/ft #2 k ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.840 k/ft # 1 k ftഀ OK Shored & Unshoredഀ Using: W12X16, Span = 6.50ft, Slab Thickness = 4.5001n, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ Bottom of Beamഀ Actual = 4,662.9 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stressഀ Actual = 3,600.1 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stressഀ Actual = 2,237.5 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans)ഀ Actual = 5,757.0 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ MII / Strans(top)ഀ Actual = 101.4 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stressഀ Check : (Mdl + MII) / Ssഀ 6,698.6ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)ഀ 219.1ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 3 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 15.54 kഀ Total req'd 1/2 Span 2 studs Vh @ 100% 62.16k Vh : Used 24.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.083 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.083 ftഀ toഀ 2.167 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 2.167 ftഀ toഀ 3.250 ftഀ , Useഀ 0 studsഀ Zone 4 fromഀ 3.250 ftഀ toഀ 4.333 ftഀ , Useഀ 0 studsഀ Zone 5 fromഀ 4.333 ftഀ toഀ 5.417 ftഀ , Useഀ 2 studsഀ Zone 6 fromഀ 5.417 ftഀ toഀ 6.500 ftഀ , Useഀ 1 studsഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Descriptionഀ Scope : 3User KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 2ഀ (01983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B15 (REVISED PER ARCH)ഀ Deflectionsഀ I : Transformedഀ 319.01 in4ഀ I : Effective 237.22in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.006 inഀ (after shores removed) 0.013 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.005 inഀ 0.005 inഀ Total Uncured Deflectionഀ 0.006 inഀ L/####.# 0.013 in L/ 5946.5ഀ Composite Deflectionഀ 0.011 inഀ L /7357.5 0.018 in L/ 4328.9ഀ Reactionsഀ Load Combinations...ഀ Leftഀ @ Rightഀ Dead + Constuctionഀ 3.17 kഀ 3.17 kഀ Compositeഀ 2.73 kഀ 2.73 kഀ Max DL + LLഀ 5.90 kഀ 5.90 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 5.15 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 1.625 ftഀ Dead + Constഀ 5.15 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 8.000 Itഀ Live Load Onlyഀ 4.44 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 9.59 k-ftഀ Effective Width 1.625 ftഀ Support Shearsഀ Shear @ Leftഀ 5.90 kഀ Shear @ Rightഀ 5.90 kഀ Section Propertiesഀ Section Nameഀ W12X16ഀ Depthഀ 11.990 inഀ Ixx : Steel Sectionഀ 103.00 in4ഀ Widthഀ 3.990 inഀ I transformedഀ 317.89 in4ഀ Flange Thickഀ 0.265 inഀ Strans : topഀ 56.54 in3ഀ Web Thickഀ 0.220 inഀ Strains : botഀ 29.25 in3ഀ Areaഀ 4.710 in2ഀ Strans : eff @ botഀ 24.68 in3ഀ Weightഀ 15.998 #/ftഀ n'Strans : Ef @ topഀ 386.8 in3ഀ I-steelഀ 103.00 in4ഀ X-X Axis from Botഀ 10.87 inഀ S steel : topഀ 17.18 in3ഀ Vh @ 100%ഀ 62.16 kഀ S steel : bottomഀ 17.18 in3ഀ Title : Job #ഀ Dsgnr: Date: 12:12 M, MAR 06ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.6.0, 1-Dec-2003 General Timber Beam Page 1ഀ (c)1983.2003 ENERCALC Enaineerina Softwareഀ Description 616 SS (REVISED PER ARCH.)ഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 15.00 It .....Lu 0.00 itഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ 3.50ft .....Lu 0.00 itഀ Member Typeഀ Sawnഀ Douglas Fir - Larch, No.1ഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000pcfഀ Eഀ 1,600.0ksiഀ Full Length Uniform Loadsഀ Center DL 160.00 #/ft LL 420.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 160.00 #/ft LL 420.00 #/ftഀ Beam Design OKഀ Span= 15.00ft, Right Cant= 3.50ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.650 1ഀ Maximum Momentഀ 16.4 k-ftഀ Maximum Shear *ഀ 1.5ഀ 7.2 kഀ Allowableഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 16.44 k-ftഀ atഀ 7.389 ft Shear:ഀ @ Leftഀ 4.46 kഀ Max. Negative Momentഀ -1.13 k-ftഀ atഀ 15.000 ftഀ @ Rightഀ 4.78 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -3.70 k-ftഀ @ Centerഀ 0.111 inഀ Max. M allowഀ 25.30ഀ ഀ Reactions...ഀ @ Rightഀ 0.070inഀ fb 866.18 psiഀ fvഀ 70.84 psiഀ Left DL 1.31 kഀ Maxഀ 4.46 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 2.11 kഀ Maxഀ 6.90 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.074 inഀ -0.269 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 7.315 ftഀ 7.463 ftഀ ...Length/Dellഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 2,421.6ഀ 669.78ഀ Right Cantilever...ഀ Camber (using 1.5 *ഀ D.L. Defl )ഀ Deflectionഀ 0.047 inഀ 0.188 inഀ Centerഀ 0.111 inഀ ...Length/Deflഀ 1,792.5ഀ 446.0ഀ Leftഀ 0.000 inഀ Rightഀ 0.070 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ CIഀ 4459.187ഀ Max Momentഀ Sxx Rea'dഀ Allowable fbഀ Centerഀ 16.44 k-ftഀ 148.09 in3ഀ 1,332.45 psiഀ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 3.70 k-ftഀ 33.35 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 6.69 kഀ 7.17 kഀ Area Requiredഀ 39.346 in2ഀ 42.189 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 4.46 kഀ Bearing Length Req'dഀ 0.951 inഀ Max. Right Reactionഀ 6.90 kഀ Bearing Length Req'dഀ 1.471 inഀ Title : Job #ഀ Dsgnr: Date: 12:12PM, 23 M R 06ഀ Descriptionഀ Scope : 49 7ഀ ഀ Iqഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description 1316 SS (REVISED PER ARCH.)ഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ft ;ഀ 0.00k-ftഀ 4.29 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 4.29 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title : Job # 1 5ഀ Dsgnr: Date: 12:12PM, MAR 06ഀ Description : 16 \ഀ 17ഀ Scope :ഀ OWNഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Page 1ഀ r~iiaaa-~nm FtiGarni n i....i.,,, QM-- General Timber Beamഀ Description B17 SS (REVISED PER ARCH.)ഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 6x16ഀ Center Spanഀ 10.50 ft .....Lu 0.00 ftഀ Beam Widthഀ 5.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 15.500 inഀ Right Cantileverഀ ft .....Lu 0.00 Itഀ Member Typeഀ Sawnഀ Douglas Fir - Larch, No.1ഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 45.00 #/ft LL #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL #/ft LL #/ftഀ Point Loadsഀ Live Load 4,800.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibsഀ ...distance 5.250 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ftഀ Beam Design OKഀ Span= 10.50ft, Beam Width = 5.500in x Depth = 15.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.790 : 1ഀ Maximum Momentഀ 19.0 k-ftഀ Maximum Shear *ഀ 1.5ഀ 5.7 kഀ Allowableഀ 24.1 k-ftഀ Allowableഀ 14.5 kഀ Max. Positive Momentഀ 19.02 k-ftഀ atഀ 5.250 Itഀ Shear:ഀ @ Leftഀ 3.80 kഀ Max. Negative Momentഀ 0.00 k-ftഀ atഀ 10.500 Itഀ @ Rightഀ 3.80 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.058inഀ Max. M allowഀ 24.08ഀ Reactions...ഀ ഀ @ Rightഀ 0.000inഀ fb 1,036.28 psiഀ fvഀ 66.77 psiഀ Left DLഀ 1.40 kഀ Maxഀ 3.80 kഀ Fb 1,312.15 psiഀ Fvഀ 170.00 psiഀ Right DLഀ 1.40 kഀ Maxഀ 3.80 kഀ Deflectionsഀ Center Span... Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflection -0.039 inഀ -0.112 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Location 5.250 ftഀ 5.250 ftഀ ...Length/Deflഀ 0.0ഀ 0.0ഀ ...Length/Dell 3,261.8ഀ 1,126.22ഀ Right Cantilever...ഀ Camber (using 1.5 * D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Center 0.058 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Left 0.000 inഀ @ Right 0.000 inഀ Title - Job # rഀ Dsgnr: Date: 12:12PM, 23 MAR 06ഀ Descriptionഀ Scope :ഀ Rev: 580004ഀ User: IM/-0606238,ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ (c) 1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B17 SS (REVISED PER ARCH.)ഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cfഀ 0.000 ftഀ Sxx 220.229 in3ഀ Area 85.250 in2ഀ 0.972 Rbഀ 0.000ഀ Cl 3795.033ഀ Max Momentഀ Sxx Rea'dഀ Allowable fbഀ @ Centerഀ 19.02 k-ftഀ 173.93 in3ഀ 1,312.15 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,312.15 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,312.15 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 5.69 kഀ 5.69 kഀ Area Requiredഀ 33.486 in2ഀ 33.486 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 3.80 kഀ Bearing Length Req'dഀ 1.104 inഀ Max. Right Reactionഀ 3.80 kഀ Bearing Length Req'dഀ 1.104 inഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 3.80 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0ഀ 0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ .ഀ 0.0000 inഀ .rഀ s.ഀ i Iഀ Monroe & Newellഀ Engineers, Inc.ഀ STRUCTURAL ENGINEERING CALCULATIONSഀ For:ഀ Vail's Front Doorഀ Building "C"ഀ Vail Ski Clubഀ Permit B06-0020ഀ Vail, Coloradoഀ M&N #5500.02ഀ Vail, Coloradoഀ Denver, Coloradoഀ Dillon. Coloradoഀ These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use orഀ reproductions of these calculations without the expressed written permission of Monroe & Newellഀ Engineers, Inc. is strictly prohibited.ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.ഀ This includes all sheets attached to this cover.ഀ April 3, 2006ഀ N7lM.--ഀ Olisfഀ 2006 Platinum Sponsorഀ The Colorado Chapter ofഀ The American Institute ol'Architectsഀ www.monroe-newell.comഀ 1701 Wynkoop Street • Suite 200 • Denver, Colorado 80202ഀ (303) 623-4927 • FAX (303) 623-6602 • email: denver@monroe-newell.comഀ ഀ VIN l1ഀ ഀ `kt. t V~r I,._ഀ ഀ i2 ff r sഀ ഀ ഀ iഀ . . . . . . .ഀ ....1..ഀ ഀ . . . . . .ഀ i............. i..........ഀ tഀ ഀ ഀ .ഀ ഀ ഀ ഀ ഀ jഀ ഀ ഀ ഀ .ഀ _ഀ bഀ ഀ ഀ P t F-ഀ . .ഀ ഀ ...i.ഀ ~ഀ ഀ ഀ iഀ ഀ ഀ s............. .ഀ ~00ഀ ഀ ഀ 4'7t tj ! L^_~ .ഀ . .ഀ ഀ :ഀ ഀ ~t G SfL"aഀ ഀ *ഀ t .ഀ .ഀ ഀ ഀ _ഀ ..............i..............i.....:......_;..................ഀ rഀ i iഀ ഀ ഀ ഀ ltW (9ഀ ,ഀ .ഀ WA.ഀ ഀ ......._;F F........ഀ '.Yഀ ഀ Monroe & Newell OFഀ SHEET NO.ഀ Engineers, Inc.ഀ DATEഀ CALCULATED BYഀ CHECKED BY DATEഀ SCALEഀ 't !ഀ ഀ A4ഀ ഀ 4ഀ pFഀ S F.+'ഀ 4(ഀ Lഀ leഀ ഀ ഀ Sഀ ഀ d 3 Jഀ A J toഀ pഀ Y fഀ }ഀ fഀ 4~'Z 3~'>ഀ ഀ ഀ jഀ ~ഀ ഀ :ഀ + iഀ ഀ :ഀ L ?~aഀ dഀ ഀ Mഀ ഀ Pഀ ഀ ഀ ഀ ഀ ~-Wഀ ഀ amഀ ഀ _ഀ J~ n 4ഀ ഀ S..nഀ Alഀ . . . dഀ 00ഀ ഀ iഀ r,.a~ഀ ~ !°'~.+~y~~'^}^ .ഀ '`F,~ "I J~•.,, Yഀ f ~ഀ ~ ~C ~.a."~ `A <nfഀ ,~tഀ ~ഀ ഀ ഀ FS.ഀ ~ഀ (ഀ .ഀ ~ഀ .ഀ .ഀ .ഀ ഀ .ഀ ~ഀ ~ഀ rഀ (ഀ yഀ fഀ tPഀ "Aftഀ ഀ _ rഀ Us-ഀ _ഀ hഀ ~ .ഀ Cഀ .ഀ ഀ Uഀ sഀ 3ഀ _ഀ 1 _ഀ Pഀ 'l f-,dഀ F o Cഀ Fഀ _ഀ i t B'Itm'~ [ഀ ഀ 1 t{ S.ഀ .ഀ .ഀ ഀ ........tഀ Rഀ ഀ Fഀ _ഀ eഀ Lഀ z:ഀ .ഀ sitഀ .ഀ ഀ ഀ Nഀ vvഀ ,r Sഀ gഀ 1/6 U?ഀ ,eഀ 1ഀ fഀ 2ഀ iഀ ഀ _ഀ ഀ ഀ `ഀ ഀ •ഀ .fഀ Fഀ ഀ .ഀ ഀ . rഀ tഀ CV,ഀ ഀ .ഀ ഀ ഀ ഀ r ..:fഀ 3 IVഀ ഀ ഀ ഀ _ഀ ഀ eഀ Xഀ at,ഀ ഀ -ഀ ഀ ഀ -0 [Aഀ i z ._6 17-ഀ ഀ ' 4aഀ t' C,ഀ g vivEc 0ഀ Monroe & Newellഀ Engineers, Inc.ഀ r 'rഀ Dowel-Type Fastenersഀ Main Memberഀ Fe11= 5600 psiഀ F,L= 2600 psiഀ 8= 0ഀ Fee= 5600 psiഀ Q Steel Plate F, 87000 psiഀ ❑ Steel Plate F,5 2600 psiഀ D 0.75 inഀ Fyb= 45 000 psiഀ Rd= 4.000ഀ Re= 33.462ഀ Rt= 0.1ഀ l p 0.~5ഀ is 2.5 inഀ 0 Single Shearഀ * Double Shearഀ Yield Mod( Illsഀ Z= 1789lbsഀ Z'= Z `CDCMCtC'C&C"CdiCtnഀ C 1 C'=ഀ Cp= 1ഀ JOB VFD SKI CLUB (TRUSS CONNECTIONS)ഀ SHEET NO. JOB NO. 5500.02ഀ CALC BY NRH DATE 3/21/2006ഀ CHECKED BY DATEഀ Side Memberഀ Fell= 5600 psiഀ F,.= 2600 psiഀ 8= 90ഀ Fee= 2600 psiഀ Table 11.3.113ഀ 6= 90ഀ Ke= 1.25ഀ KD= 8ഀ Dl =r_","ഀ k,= 0.493ഀ k,= 15.725ഀ k3= 0.778ഀ 1ഀ Cdഀ 1ഀ Ctnഀ 1ഀ Temperatureഀ End Grain Factorഀ Divഀ T<100°Fഀ Type N.A.ഀ Ct=ഀ 1ഀ C,b 1ഀ Group Actionഀ n=ഀ 4ഀ Atnഀ 21 in^2ഀ Emഀ 1400000 psiഀ ASഀ 3 in^2ഀ E =ഀ 29000000 psiഀ REA=ഀ 0.338ഀ 5ഀ Cg 0.96ഀ Z'= 1722lbsഀ rows= 1ഀ 6890 lbsഀ Y= 1753701bs/inഀ s= 2.5ഀ U= 1.01 psiഀ m= 0.868373ഀ rfഀ Yഀ Monroe & Newellഀ Engineers, Inc.ഀ Dowel-Type Fasteners continuedഀ Table 11.5.1Aഀ Palഀ Depth of memberഀ Space Btwn Rowsഀ I/D=ഀ Min edge distanceഀ Edge Distanceഀ •allel to Grainഀ 13.5 inഀ 2.5 in OKഀ 3.33ഀ 1.13 in 1.5Dഀ Table 11.5.0 End Distanceഀ JOBഀ SHEET NO.ഀ CALC BYഀ CHECKED BYഀ VFD SKI CLUB (TRUSS CONNECTIONS)ഀ JOB NO. 5500.02ഀ NRH DATE 3/21/2006ഀ DATEഀ Perpendicular to Grainഀ loaded edge 3 inഀ unloaded edge 1.125 inഀ Minimum End Distanceഀ Design Valueഀ R-1-M Fullഀ Jill CU.WII vi Iva-ഀ Perpendicular to Grain:ഀ 1.5 inഀ 3.00 inഀ Parallel to Grain, Compression:ഀ (fastener bearing away from member end)ഀ 1.50 inഀ 3.00 inഀ Parallel to Grain, Tension:ഀ (fastener bearing toward member end)ഀ for softwoodsഀ 2.63 inഀ 5.25 inഀ for hardwoodsഀ 1.85 inഀ 3.75 inഀ Table 11.5.1C Spacing Requirements for Fasteners in a Rowഀ Minimum Spacingഀ n,.,l..,..,a Fnllഀ virecnon of mauln •ഀ -ഀ 25 in 3 inഀ 2ഀ Parallel to Grainഀ .ഀ Perpendicular to Grainഀ Required spacingഀ 2.25 in for attachedഀ Table 11.5.11) Spacing Requirements Between Rowsഀ I/D= 3.33ഀ 1= 2.5 in Minimum Spacingഀ Parallel to Grain 1.13 inഀ Perpendicular to Grain 2.50 inഀ rഀ Connection Calculatorഀ Af BP}.ഀ ei' l' Lei~4rt a mഀ _ A17at:Ilca11 'A't)(7d CtlElllt:llഀ Connection Type~hLateral loadingഀ Fastener Type Boltഀ Loading Scenario Single Wood Main Memberഀ Submit Initial Values Iഀ { . a,ഀ f^__}ഀ I}ഀ r_7ഀ too _~i yഀ Jഀ Page 1 of 2ഀ aഀ Main Member Typell]oouglas Fir-Larchഀ Main Membഀ Thickneഀ other (in inches) -ഀ 3.625ഀ Main Member: Angle 90ഀ of Load to Grainഀ Side Member Type Steelഀ C Side Member 1/4ഀ Thicknessഀ FSide Member: Angle Fjഀ of Load to Grainഀ Hഀ Fastener DiameterI113/4 in.ഀ Load n.,..~rat,.l.o.,.n . , o.,.... Facta IIrll IC D _ 1 pഀ I, fഀ Wet Service Factor ! C -Mഀ ..1 0ഀ Temperature Factor C t - i oഀ Calculate Connection Capacityഀ Umlts of USeഀ ('nnr_uicn Yield i lode Ccs_ri[r'iomഀ Ciahnragm Facto rHelP Lo a,1 1) ura~ion t3r he'P ~ Techmc-~,l HeIPഀ rin ion I'jz:~ ~I L.1'~"lC)iഀ E-Im 1414. Ibs.ഀ Is 3262 lbs.ഀ II 701 Ibs.ഀ -IIIm 1013 Ibs.ഀ HISഀ 944 lbs.ഀ ഀ F _IVഀ 1224 Ibs.ഀ r cy,,Az Lio 6-1ഀ : zrഀ iഀ Adjuste==ASDഀ 701ഀ Ibs.)i,2:.-14 Capa'ഀ Jഀ Bolt bending yield strength of 45,000 psi is assumed. v The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distzഀ per NDS chapter 11.ഀ ASTM A36 Steel is assumed for steel side members icls,~xa~ FeST 653 Gr 33 Sഀ for steel side members less than 1/4 in. thick. lഀ http://www. awe.orc,/calculators/connections/cestyle.asp?connecഀ 1/11/2006ഀ Title : Job #ഀ S G~ Dsgnr: Date: 10:04AM, 22 MAR 6ഀ Description : sഀ Nഀ Scope :Rഀ Rev: 580004 Page 1ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam calculations.ecw:Calculationsഀ (c)1983-2003 ENERCALC Engineering Software -ഀ Description 137 LVL (REVISED PER S9)ഀ 2000/2003 IBC 2003 NFPA 5000 Base allowables are user definedഀ Code Ref: 1997/2001 NDSഀ General Informationഀ ,ഀ Section Name MicroLam: 5.25x18ഀ Center Span 21.00 ft .....Lu 0.00 ftഀ Lu 0.00 ftഀ ftഀ Beam Widthഀ 5.250 inഀ ഀ Left Cantileverഀ Lu 0.00 ftഀ ftഀ Beam Depthഀ 18.000 inഀ ഀ Right Cantileverഀ MicroLam 1.9 Eഀ Truss Joist - MacMillanഀ Member Typeഀ Added to Loadsഀ Bm Wtഀ Manuf/So.Pineഀ ,ഀ Fb Base Allow 2,600.0 psiഀ .ഀ Factorഀ Load Durഀ 1.000ഀ Fv Allow 285.0 psiഀ .ഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 750.0 psiഀ 0ksiഀ 900ഀ 1ഀ Wood Densityഀ 35.000pcfഀ .ഀ ,ഀ Eഀ Point Loadsഀ ഀ 2ഀ Dead Load 2,400.0 Ibsഀ ഀ 1,300.0 Ibsഀ --:bs Ibsഀ Ibs lbsഀ lbsഀ Ibsഀ Ibsഀ Ibsഀ Live Load 6,800.0 Ibsഀ 3,700.0 Ibsഀ Ibs Ibs Ibsഀ 000 ft 0.000 ft 0.000 ft 0.000 ftഀ 000 ft 0ഀ 0ഀ ...distance 7.000 ftഀ 15.000 ftഀ .ഀ .ഀ Summaryഀ Beam Design OKഀ Span= 21.00ft, Beam Width = 5.250in x Depthഀ = 18.in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0879 : 1ഀ Maximum Sheaഀ r " 1.5ഀ 11.7 kഀ Maximum Momentഀ 54ഀ 61ഀ .0 k-ftഀ 4 k-ft Allowableഀ 26.9 kഀ Allowableഀ Max. Positive Momentഀ .ഀ 53.97 k-ftഀ at 7.056 ft Shear:ഀ @ Leftഀ @ Rightഀ 7.80 kഀ 6.88 kഀ Max. Negative Momentഀ 0.00 k-ftഀ at 21.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camberഀ : @ Leftഀ @ Centerഀ 0.000inഀ 0.345 inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Rightഀ 0.000inഀ M allowഀ Maxഀ 61.42ഀ Reactions...ഀ .ഀ fb 2,284.51 psiഀ fv 123.86 psi Left DL 2.21 kഀ Maxഀ 7.80 kഀ 88 kഀ 6ഀ Fb 2,600.00 psiഀ Fv 28ഀ 5.00 psi Right DL 1.97 kഀ Maxഀ .ഀ Deflectionsഀ ഀ Center Span...ഀ Dead Loadഀ Total Load Left Cantilever...ഀ Dead Loadഀ 000 inഀ 0ഀ Total Loadഀ 0.000 inഀ Deflectionഀ -0.230 inഀ -0.823 in Deflectionഀ Length/Deftഀ 248 ftഀ 10ഀ .ഀ 0.0ഀ 0.0ഀ ...Locationഀ 10.248 ftഀ ഀ .ഀ ..Length/Deftഀ 1,096.7ഀ 306.19 Right Cantilever... .ഀ .ഀ Camber ( using 1.5 D.L.ഀ Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ 0ഀ 0ഀ @ Centerഀ 0.345 inഀ ...Length/Deftഀ 0.0ഀ .ഀ @ Leftഀ 0.000 in.ഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ftഀ Sxx 283.500 in3 Areaഀ 94.500 in2ഀ Cf 1.000 Rbഀ 0.000ഀ tഀ Cl 7803.077 Allowable fbഀ Sxx Reo'dഀ @ Centerഀ Max Momenഀ 53.97 k-ftഀ 249.10 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 11.70 kഀ 10.32 kഀ Area Requiredഀ 41.069 in2ഀ 36.207 in2ഀ Fv: Allowableഀ 285.00 psiഀ 285.00 psiഀ Bearing @ Supportsഀ 80 kഀ 7ഀ Bearing Length Req'dഀ 1.982 inഀ Max. Left Reactionഀ .ഀ 88 kഀ 6ഀ Bearing Length Req'dഀ 1.747 inഀ Max. Right Reactionഀ .ഀ V JOBഀ Monroe & Newellഀ Inc. SHEET NO.ഀ Engineers, OFഀ CALCULATED BY DATEഀ CHECKED BY DATEഀ Iഀ oonn~t~T ~M_11Cie~l~ CM1..~e1 ]nG.1 ID,AAMIഀ c; 1 0ഀ Title : Job #ഀ Dsgnr: Date: 10:07AM, 21 MAR 06ഀ Descriptionഀ Scope :terഀ Rev: 580001ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B12 (REVISED PER S10)ഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W21X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 28.000 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 8.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1ഀ 0.700 k/ftഀ #1 9.500 k 2.000ftഀ #2ഀ k/ftഀ #2 1.400 k 7.540ftഀ #3ഀ k/ftഀ # 3 3.900 k 19.000 ftഀ #4ഀ k/ftഀ #4 3.800 k 5.500ftഀ Live Loadsഀ (applied after 75% curing)ഀ °jഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 0.775 k/ftഀ # 1ഀ '25.800 kഀ 2.000 ftഀ # 2ഀ k/ftഀ # 2ഀ 3.700 kഀ 7.500 ftഀ # 3ഀ k/ftഀ # 3ഀ 9.900 kഀ 19.000 ftഀ # 4ഀ k/ftഀ # 4ഀ 10.000 kഀ 5.500 ftഀ OK Shored & Unshoredഀ Using: W21X50, Span = 28.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 29,240.5 psiഀ Unshored DL Stress Actual = 14,793.3 psiഀ Actual Shear Stress Actual = 9,271.1 psiഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 32,918.9 psiഀ MII / Strans(top) Actual = . 610.3 psiഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top " n)ഀ Allowable =ഀ 33,333.0 psiഀ Allowable =ഀ 33,333.0 psiഀ Allowable =ഀ 20,000.0 psiഀ Allowable =ഀ 45,000.0 psiഀ Allowable =ഀ 1,350.0 psiഀ 38,799.5ഀ 38,000.0 psiഀ 984.6ഀ 1,350.0 psiഀ OKഀ OKഀ OKഀ OKഀ OKഀ Shear Studs & Shear Transferഀ Actual # Studs 14 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 66.94 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 267.75k Vh : Used 112.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.169 ft , Useഀ 5 studsഀ Zone 2 fromഀ 4.169 ftഀ toഀ 8.338 ft , Useഀ 5 studsഀ Zone 3 fromഀ 8.338 ftഀ toഀ 12.507 ft , Useഀ 4 studsഀ Zone 4 fromഀ 12.507 ftഀ toഀ 17.671 ft , Useഀ 4 studsഀ Zone 5 fromഀ 17.671 ftഀ toഀ 22.836 ft , Useഀ 5 studsഀ Zone 6 fromഀ 22.836 ftഀ toഀ 28.000 ft , Useഀ 5 studsഀ Monroe & Newell JOBഀ OFഀ Engineers, Inc. SHEET NO.ഀ CALCULATED BY i-- DATEഀ 3ഀ CHECKED BY DATEഀ erne eഀ Uഀ Jഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scopeഀ Rev: 580001ഀ Composite Steel Beamഀ User: KW-0606238, Ver 5.10 , 1-Dec-2003ഀ (c)1963.2003 ENERCALC Engineering Software -ഀ Description 812 (REVISED PER S10)ഀ Deflectionsഀ I : Transformedഀ Before 75 % Curingഀ Construction Loads Onlyഀ After 75% Curingഀ Total Uncured Deflectionഀ Composite Deflectionഀ Reactionsഀ tt'-wഀ Load Combinations...ഀ Dead + Constuctionഀ Compositeഀ Max DL + LLഀ 2,666.37 in4ഀ Shoredഀ 0.283 inഀ (after shores removed)ഀ 0.000 inഀ 0.468 inഀ 0.283 inഀ L/1186.4ഀ 0.751 inഀ L / 447.2ഀ @ Leftഀ 24.65 kഀ 48.73 kഀ 73.38 kഀ Job #ഀ Date: 10:07AM, 21 MAR 06ഀ ff Nഀ Page 2ഀ I : Effective 2,072.09in4ഀ Unshoredഀ 0.596 inഀ 0.000 inഀ 0.468 inഀ 0.596 in L / 563.4ഀ 1.064 in L/ 315.7ഀ @ Rightഀ 14.95 kഀ 22.37 kഀ 37.31 kഀ Analysis Valuesഀ Maximum Momentsഀ Dead Load Aloneഀ Dead + Constഀ Live Load Onlyഀ Dead + Liveഀ Support Shearsഀ Shear @ Leftഀ Shear @ Rightഀ Section Propertiesഀ Section Nameഀ Depthഀ Widthഀ Flange Thickഀ Web Thickഀ Areaഀ Weightഀ I-steelഀ S steel : topഀ S steel : bottomഀ 116.47 k-ftഀ 116.47 k-ftഀ 189.36 k-ftഀ 305.48 k-ftഀ 73.38 kഀ 37.31 kഀ W21 X50ഀ 20.830 inഀ 6.530 inഀ 0.535 inഀ 0.380 inഀ 14.700 in2ഀ 49.931 #/ftഀ 984.00 in4ഀ 94.48 in3ഀ 94.48 in3ഀ c Effective Flange Width...ഀ Fb : Allow 33.00 psi Based on Beam Span 7.000 ftഀ n : Strength 9.29 Based on Beam Spacing 8.000 Itഀ n : Deflection 9.19 7.000 ftഀ Effective Widthഀ Ixx : Steel Sectionഀ I transformedഀ Strans : topഀ Strans : botഀ Strans : eff @ botഀ n`Strans : Ef @ topഀ X-X Axis from Bot .ഀ Vh @ 100%ഀ 984.00 in4ഀ 2,659.17 in4ഀ 400.82 in3ഀ 142.23 in3ഀ 125.37 in3ഀ 2,718.0 in3ഀ 18.70 inഀ 267.75 kഀ iഀ Rev: 580006ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description BA (REVISED PER S11)ഀ General Informationഀ Steel Section : W24X55ഀ Center Spanഀ Left Cant.ഀ Right Cantഀ Lu : Unbraced Lengthഀ Distributed Loadsഀ #1ഀ DL 2.530ഀ LL 1.075ഀ STഀ Start Locationഀ End Locationഀ Point Loadsഀ Dead Load 1.500ഀ Live Load 3.300ഀ Short Termഀ Location 0.500ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Steel Beam Designഀ Job #ഀ Date: 10:07AM, 21 MAR 06ഀ Page 1ഀ calculations.ecw: Calculationsഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ 17.00 ftഀ 0.00 ftഀ 0.00 ftഀ 0.00 ftഀ Fy 50.00kslഀ Pinned-Pinned Load Duration Factor 1.00ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksiഀ LL & ST Act Togetherഀ #2 #3 #4ഀ 2ഀ #3ഀ 10.100ഀ 1.500ഀ 1.000ഀ 15.000ഀ 12.300ഀ 3.300ഀ 2.000ഀ 22.400ഀ 8.000ഀ 11.000ഀ 11.500ഀ 16.000ഀ Using: W24X55 section, Span = 17.OOft, Fy = 50.Oksiഀ End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000ഀ Actualഀ Moment 266.723 k-ftഀ fb : Bending Stress 27.832 ksiഀ fb / Fb 0.843 : 1ഀ Shear 82.128 kഀ fv : Shear Stress 8.821 ksiഀ fv / Fv 0.441 : 1ഀ Force & Stress Sumഀ DLഀ Maximumഀ Onlyഀ Max. M +ഀ 266.72 k-ftഀ 150.07ഀ Max. M -ഀ Max. M @ Leftഀ Max. M @ Rightഀ Shear @ Leftഀ 52.49 kഀ 30.51ഀ Shear @ Rightഀ 82.13 kഀ 42.53ഀ Center Defi.ഀ -0.338 inഀ -0.192ഀ Left Cant DefIഀ 0.000inഀ 0.000ഀ Right Cant Deflഀ 0.000 inഀ 0.000ഀ ...Query Defl @ഀ 0.000 ftഀ 0.000ഀ Reaction @ Leftഀ 52.49ഀ 30.51ഀ Reaction @ Rtഀ 82.13ഀ 42.53ഀ Fa caldd per Eq. E2-1, K`L/r < Ccഀ I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fyഀ Notel Short Term Loads Are WIND Loads.ഀ #6 #7ഀ k/ftഀ k/ftഀ k/ftഀ ftഀ ftഀ Note! Short Term Loads Are WIND Loads.ഀ #6 #7..ഀ kഀ kഀ kഀ Itഀ Beam OKഀ Static Load Case Governs Stressഀ Allowableഀ 316.250 k-ftഀ Max. Deflection -0.338 inഀ 33.000 ksiഀ Length/DL DO 1,063.9 : 1ഀ Length/(DL+LL Defl) 602.7 :1ഀ 186.203 kഀ 20.000 ksiഀ These columns are Dead + Live Load pഀ laced as notedഀ LLഀ LL+STഀ LLഀ @ Centerഀ @ Centerഀ @ Cantsഀ @ Cantsഀ 72ഀ 266ഀ k-ftഀ .ഀ k-ftഀ k-ftഀ k-ftഀ 52.49ഀ kഀ kഀ 82.13ഀ 338ഀ -0ഀ -0.338ഀ 0.000ഀ 0.000 inഀ .ഀ 000ഀ 0ഀ 0.000ഀ 0.000ഀ 0.000 inഀ .ഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 52.49ഀ 52.49ഀ kഀ kഀ 82.13ഀ 82.13ഀ JOBഀ Monroe & Newellഀ SHEET NO. OFഀ J Engineers, Inc. _ / -ഀ CALCULATED BY DATEഀ S`1,ഀ Monroe & Newellഀ Engineers, Inc.ഀ JOBഀ SHEET NO. OF ? :rഀ 7ഀ CALCULATED BY I"`l DATEഀ CHECKED BYഀ DATEഀ SCALEഀ r-, 1 !lഀ J`ഀ Rev: 580006ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description BB (REVISED PER S12)ഀ General Informationഀ Steel Section : W24X131ഀ Center Span 27.25 ftഀ Left Cant. 4.00 ftഀ Right Cant 0.00 ftഀ Lu : Unbraced Length 0.00 ftഀ Distributed Loadsഀ #1 #2ഀ DL 3.650 0.670ഀ LL 2.325ഀ STഀ Start Locationഀ End Locationഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ ...bഀ Fy 50.00ksiഀ Pinned-Pinned Load Duration Factor 1.00ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksiഀ LL & ST Act Togetherഀ #3 #4 #5ഀ #6ഀ #7ഀ k/ftഀ k/ftഀ k/ftഀ ftഀ ftഀ _ഀ iwie! JIWIL ICi II Iഀ Point Loadsഀ -ഀ ~ഀ W4ഀ w-ഀ #1ഀ 4ഀ #2ഀ 6ഀ 5ഀ #ഀ kഀ Dead Load 3.600ഀ 2.100 1.500ഀ 42.500ഀ kഀ Live Load 7.600ഀ 4.400 3.500ഀ 39.600ഀ kഀ Short Termഀ Location 5.250ഀ 0.750 9.750ഀ -4.000ഀ ftഀ w 'ഀ Beam OKഀ Summaryഀ Static Load Case Governs Stressഀ Using: W24X131 section, Span = 27.25ft, Fy = 50.Oksi, Left Cant. = 4.00ft, Right Cant. = O.OOftഀ End Fixity = Pinned-Pinned, Luഀ = O.OOft, LDF = 1.000ഀ Actualഀ Allowableഀ Momentഀ 583.201 k-ftഀ 904.750 k-ftഀ Max. Deflectionഀ -0.649 inഀ fb : Bending Stressഀ 21.272 ksiഀ 33.000 ksiഀ Length/DL Deflഀ 883.6 :1ഀ fb / Fbഀ 0.645 :1ഀ Length/(DL+LL Defl)ഀ 381.0 : 1ഀ Shearഀ 118.439 kഀ 296.208 kഀ fv : Shear Stressഀ 7.997 ksiഀ 20.000 ksiഀ fv / Fvഀ 0.400 : 1ഀ Force & Stress Suഀ DLഀ Maximumഀ Onlyഀ Max. M +ഀ 583.20 k-ftഀ 332.26ഀ Max. M -ഀ -205.61ഀ Max. M @ Leftഀ -205.61ഀ Max. M @ Rightഀ Shear @ Leftഀ 118.44 kഀ 74.10ഀ Shear @ Rightഀ 88.90 kഀ 54.38ഀ Center Defl.ഀ -0.649 inഀ -0.355ഀ Left Cant DOഀ 0.252 inഀ 0.109ഀ Right Cant Deflഀ 0.000 inഀ 0.000ഀ ...Query DO @ഀ 0.000 ftഀ 0.000ഀ Reaction @ Leftഀ 234.14ഀ 134.40ഀ Reaction @ Rtഀ 88.90ഀ 54.38ഀ Fa calc'd per Eq. E2-1, K'L/r < Ccഀ I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fyഀ Steel Beam Designഀ Page 1ഀ calculations ecw:Calculationsഀ m~_ vഀ These columns are Dead + Live Load placed as noted »ഀ LLഀ LL+STഀ . LLഀ LL+STഀ @ Centerഀ @ Centerഀ @ Cantsഀ @ Cantsഀ 583.20ഀ 257.64ഀ k-ftഀ -205.61ഀ -382.61ഀ k-ftഀ 61ഀ -205ഀ -382.61ഀ k-ftഀ .ഀ k-ftഀ 118.44ഀ 108.36ഀ kഀ 88.90ഀ 47.89ഀ kഀ -0.649ഀ -0.649ഀ -0.237ഀ -0.237 inഀ 0.252ഀ 0.252ഀ -0.001ഀ -0.001 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 74ഀ 178ഀ 178.74ഀ 189.80ഀ 189.80 kഀ .ഀ 88.90ഀ 88.90ഀ 47.89ഀ 47.89 kഀ #ഀ Title Jobഀ Dsgnr. Date: 9:33AM, 22 MAR 06ഀ Descriptionഀ Scopeഀ ഀ Note! Short Term Loads Are WIND Loads.ഀ Title : Job #ഀ Dsgnr: Date: 11:24AM, 21 MAR 06ഀ Descriptionഀ Scopeഀ : 580006 Page 1ഀ er 5.8.0, 1-Dec-2003 Steel Beam Design calculations ecw:Calculationsഀ aUse,:,KW-0ഀ 606238, Vഀ 93-2003 ENERCALC Engineering Software cm:vഀ aഀ Description BB (REVISED PER S12)ഀ Codeഀ Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ General Informationഀ F y 50.00ksiഀ Steel Section : W24X117ഀ Pinned-Pinnedഀ Load Duration Factor 1.00ഀ Center Spanഀ 27.25 ft Bm Wt. Added to Loadsഀ Elastic Modulus 29,000.0 ksiഀ Left Cant.ഀ 4.00 ft LL & ST Act Togetherഀ Right Cantഀ 0.00 ftഀ Lu : Unbraced Lengthഀ 0.00 ftഀ Note! Short Term Loads Are WIND Loads.ഀ Distributed Loadsഀ #3 #4ഀ #5 #6 #7ഀ 41ഀ #2ഀ k/ftഀ DL 3.650ഀ 0.670ഀ k/ftഀ LL 2.325ഀ k/ftഀ STഀ ftഀ Start Locationഀ ftഀ End Locationഀ Note! Short Term Loads Are WIND Loads.ഀ Point Loadഀ sഀ p-ഀ #1_._ ~ # 2 # 3 # 4ഀ # 5 kഀ Dead Load 3.600ഀ 2.100 1.500 42.500ഀ kഀ Live Load 7.600ഀ 4.400 3.500 39.600ഀ kഀ Short Termഀ ftഀ Location 5.250ഀ 0.750 9.750 -4.000ഀ mmarഀ Sഀ ~ഀ Beam OKഀ yഀ uഀ Static Load Case Governs Stressഀ W24X117 section, Span =ഀ Using:ഀ 27.25ft, Fy = 50.Oksi, Left Cant. = 4.00ft,ഀ Right Cant. = O.OOftഀ .ഀ End Fixity = Pinned-Pinned, Lu =ഀ O.OOft, LDF = 1.000ഀ Actual Allowableഀ Momentഀ 581.964 k-ft 800.250 k-ftഀ Max. Deflection -0.736 inഀ fb : Bending Stressഀ 23.999 ksi 33.000 ksiഀ Length/DL Defl 782.9: 1ഀ fb / Fbഀ 0.727 : 1ഀ Length/(DL+LL Defl) 336.3: 1ഀ Shearഀ 118.246 k 266.860 kഀ fv : Shear Stressഀ 8.862 ksi 20.000 ksiഀ fv / Fvഀ 0.443 : 1ഀ Force & Stressഀ DLഀ Maximumഀ Onlyഀ Max. M +ഀ 581.96 k-ftഀ 331.04ഀ Max. M -ഀ -205.49ഀ Max. M @ Leftഀ -205.49ഀ Max. M @ Rightഀ Shear @ Leftഀ 118.25 kഀ 73.91ഀ Shear @ Rightഀ 88.71 kഀ 54.20ഀ Center Defl.ഀ -0.736 inഀ -0.401ഀ Left Cant Deflഀ 0.285 inഀ 0.123ഀ Right Cant DOഀ 0.000 inഀ 0.000ഀ ...Query Defl @ഀ 0.000 ftഀ 0.000ഀ Reaction @ Leftഀ 233.89ഀ 134.15ഀ Reaction @ Rtഀ 88.71ഀ 54.20ഀ Fa calc'd per Eq. E2-1, K'L/r < Ccഀ I Beam Passes Tabഀ le B5.1, Fb per Eq. Fഀ 1-1, Fb = 0.66 FYഀ J These coഀ lumns are Dead + Live Load placed as noted »ഀ LLഀ LL+STഀ LLഀ LL+STഀ @ Centerഀ @ Centerഀ @ Cantsഀ @ Cantsഀ 581.96ഀ 256.45ഀ k-ftഀ -205.49ഀ -382.49ഀ k-ftഀ -205.49ഀ -382.49ഀ k-ftഀ k-ftഀ 118.25ഀ 108.30ഀ kഀ 88.71ഀ 47.70ഀ kഀ -0.736ഀ -0.736ഀ -0.268ഀ -0.268 inഀ 0.285ഀ 0.285ഀ -0.001ഀ -0.001 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ 178.49ഀ 178.49ഀ 189.55ഀ 189.55 kഀ 88.71ഀ 88.71ഀ 47.70ഀ 47.70 kഀ iഀ PRODUCT 204-1 (Single Sheets) 205-1(Padded)ഀ ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scopeഀ Job #ഀ Date: 9:33AM, 22 MAR 06ഀ Page 1ഀ Rev: 580006ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ Steel Beam Designsഀ calculations. ecw:Calculationsഀ (c)1983-2003 ENERCALC Engineering Softwareഀ ഀ -=y.~...<. - ------------kഀ Description BC (REVISED PER S13)ഀ sഀ Code Ref AISC 9th ASD, 1997 UBC 2003 IBC, 2003 NFPA 5000ഀ Informationഀ Generalഀ _ uഀ Fy50.OOksഀ Steel Section . W24X207ഀ Pinned-Pinnedഀ Load Duration Factor 1.00ഀ 00 ftഀ 40ഀ Bm Wt. Added to Loadsഀ Elastic Modulus 29,000.0 ksiഀ Center Spanഀ .ഀ Left Cant.ഀ 0.00 ftഀ LL & ST Act Togetherഀ Right Cantഀ 0.00 ftഀ Lu : Unbraced Lengthഀ 0.00 ftഀ Note! Short Term Loads Are WIND Loads. Iഀ Distributed Loadsഀ s~:~~~°}a~~n:-ഀ ~zഀ ഀ ~ഀ DL 0.550ഀ 1.015ഀ k/ftഀ LL 0.615ഀ 0.300ഀ k/ftഀ STഀ ftഀ Start Locationഀ 19.000ഀ ftഀ End Location 19.000ഀ 40.000ഀ Point Loadsഀ #1ഀ #2ഀ #3ഀ Dead Loadഀ 30.500ഀ 8.000ഀ 0.500ഀ Live Loadഀ 22.000ഀ 8.800ഀ 1.500ഀ Short Termഀ nഀ tiഀ Lഀ 000ഀ 19ഀ 21.500ഀ 23.000ഀ .ഀ oഀ ocaഀ kഀ Summaryഀ d Using: W24X207 section, Span =ഀ 40.00ft, Fy = 50.Oksiഀ End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000ഀ Actualഀ Momentഀ 1,004.507 k-ftഀ fb : Bending Stressഀ 22.701 ksiഀ fb / Fbഀ 0.688 : 1ഀ Shearഀ 78.175 kഀ fv : Shear Stressഀ 3.495 ksiഀ fv / Fvഀ 0.175 : 1ഀ Force & Stress Summaryഀ :4 W ,ഀ # 5ഀ 0.500ഀ 1.500ഀ 1.500ഀ 2.000ഀ 28.000ഀ 32.500ഀ Allowableഀ 1,460.249 k-ftഀ 33.000 ksiഀ 447.354 kഀ 20.000 ksiഀ #6 #7ഀ 2.900 kഀ 6.400 kഀ kഀ 39.000 ftഀ Beam OKഀ Static Load Case Governs Stressഀ Max. Deflection -1.297 inഀ Length/DL Defl 630.0: 1ഀ Length/(DL+LL Defl) 370.0: 1ഀ hഀ « These cഀ ഀ olumns are Dead + Live Load placed as noted »ഀ DLഀ LLഀ LL+STഀ LLഀ LL+STഀ Maximumഀ Onlyഀ @ Centerഀ @ Centerഀ @ Cantsഀ @ Cantsഀ Max. M +ഀ 1,004.51 k-ftഀ 587.43ഀ 1,004.51ഀ k-ftഀ k-ftഀ Max. M -ഀ -0.00ഀ -0.00ഀ k-ftഀ Max. M @ Leftഀ k-ftഀ Max. M @ Rightഀ kഀ Shear @ Leftഀ 65.92 kഀ 38.12ഀ 65'92ഀ kഀ Shear @ Rightഀ 78.18 kഀ 45.80ഀ 78.18ഀ Center Defl.ഀ -1.297 inഀ -0.762ഀ -1.297ഀ -1.297ഀ 000ഀ 0ഀ 0.000ഀ 000ഀ 0ഀ 0.000 inഀ 0.000 inഀ Left Cant Deflഀ O.000inഀ 0.000ഀ 0.000ഀ 000ഀ 0ഀ .ഀ 000ഀ 0ഀ .ഀ 0.000ഀ 0.000 inഀ Right Cant DOഀ 0.000 inഀ 0.000ഀ .ഀ 000ഀ 0ഀ .ഀ 000ഀ 0ഀ 0.000ഀ 0.000 inഀ ...Query DO @ഀ 0.000 ftഀ 0.000ഀ .ഀ .ഀ Reaction @ Leftഀ 65.92ഀ 38.12ഀ 65.92ഀ 65.92ഀ 18ഀ 78ഀ kഀ kഀ Reaction @ Rtഀ 78.18ഀ 45.80ഀ 78.18ഀ .ഀ Fa caic'd per Eq. E2-1, K`Ur < Ccഀ I Beam Passes Table B5.1, Fb per Eq. 171-1, Fb = 0.66 FYഀ nഀ Rev: 580006ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Software MOMഀ Description BC (REVISED PER S13)ഀ General Informationഀ Steel Section : W24X192ഀ Center Span 40.50 ftഀ Left Cant. 0.00 ftഀ Right Cant 0.00 ftഀ Lu : Unbraced Length 0.00 ftഀ Distributed Loadsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Steel Beam Designഀ Job #ഀ Date: 11:53AM, 21 MAR 06ഀ Page 1 Iഀ caicuiations.ecw:calculations Iഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ 0.00 ksiഀ Fyഀ Pinned-Pinned Load Duration Factor 1.00ഀ Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksiഀ LL & ST Act Togetherഀ 1 - # 2 # 3ഀ 5ഀ #4ഀ DL 0.565ഀ 1.01ഀ LL 0.625ഀ 0.300ഀ STഀ Start Locationഀ 19.000ഀ End Location 19.000ഀ 40.500ഀ Point Loadsഀ _.#1ഀ Dead Load 30.500ഀ 8.000 0.500ഀ Live Load 22.000ഀ 8.800 1.500ഀ Short Termഀ Location 19.000ഀ 21.500 23.000ഀ Summaryഀ Using: W24X192 section, Span = 40.50ft, Fy = 50.Oksiഀ End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000ഀ Actualഀ Momentഀ 1,021.406 k-ftഀ fb : Bending Stressഀ 24.963 ksiഀ fb / Fbഀ 0.756.: 1ഀ Shearഀ 77.775 kഀ fv : Shear Stressഀ 3.770 ksiഀ fv / Fvഀ 0.188: 1ഀ twain vrnഀ Static Load Case Governs Stressഀ Allowableഀ 1,350.249 k-ftഀ Max. Deflection -1.478 inഀ 33.000 ksiഀ Length/DL Defl 561.2: 1ഀ Length/(DL+LL Defl) 328.9: 1ഀ 412.614 kഀ 20.000 ksiഀ Force & Stress Sumഀ DLഀ Maximumഀ Onlyഀ Max. M +ഀ 1,021.41 k-ftഀ 596.17ഀ Max. M -ഀ -0.00ഀ Max. M @ Leftഀ Max. M @ Rightഀ Shear @ Leftഀ 66.95 kഀ 38.60ഀ Shear @ Rightഀ 77.77 kഀ 45.60ഀ Center Defl.ഀ -1.478 inഀ -0.866ഀ Left Cant Deflഀ 0.000inഀ 0.000ഀ Right Cant Deflഀ 0.000 inഀ 0.000ഀ ...Query Defl @ഀ 0.000 ftഀ 0.000ഀ Reaction @ Leftഀ 66.95ഀ 38.60ഀ Reaction @ Rtഀ 77.77ഀ 45.60ഀ Fa calc'd per Eq. E2-1, K'L/r < Ccഀ I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 FYഀ #4ഀ 0.500ഀ 1.500ഀ 28.000ഀ #5ഀ #5ഀ 1.500ഀ 2.000ഀ 32.500ഀ Note! Short Term Loads Are WIND Loads.ഀ 6 7ഀ k/ftഀ k/ftഀ k/ftഀ ftഀ ftഀ Note! Short Term Loads Are WIND Loads.ഀ #6 #7ഀ 2.900 kഀ 6.400 kഀ k.ഀ 39.000 ftഀ These columns are Dead +ഀ LL LL+STഀ @ Center @ Centerഀ 1,021.41ഀ -0.00ഀ 66.95ഀ 77.77ഀ -1.478ഀ 0.000ഀ 0.000ഀ 0.000ഀ -1.478ഀ 0.000ഀ 0.000ഀ 0.000ഀ 66.95ഀ 77.77ഀ 66.95ഀ 77.77ഀ Live Load placed as noted »ഀ LLഀ LL+STഀ @ Cantsഀ @ Cantsഀ k-ftഀ k-ftഀ k-ftഀ k-ftഀ kഀ kഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000 inഀ 0.000ഀ 0.000 inഀ kഀ kഀ JOBഀ 45-t 0ഀ SHEET NO. OF 1 1 -6ഀ CALCULATED BY s P # 3 DATEഀ eഀ CHECKEDBY DATEഀ /t l }ഀ SCALEഀ yryaഀ tഀ QOഀ O pഀ O Nഀ Oഀ SINഀ Cl)ഀ EDഀ Dഀ J Oഀ U Z Wഀ n ~ഀ O Qഀ Y oഀ Cf)ഀ LL Yഀ Qഀ Oഀ Z mഀ I-ഀ W Uഀ Cp W Jഀ O = Qഀ Cn Uഀ ~ Cഀ Zഀ Nഀ Nഀ cഀ Oഀ rഀ 0 wഀ 2ഀ c)ഀ d'ഀ coഀ 0ഀ coഀ -Itഀ r-ഀ 0ഀ LOഀ ഀ ~tഀ mഀ C7ഀ Oഀ C7)ഀ C'7ഀ T'ഀ Tഀ LOഀ r~ഀ Inഀ Tഀ Mഀ Mഀ d•ഀ 0ഀ T'ഀ Nഀ T:ഀ C7.ഀ 00ഀ CDഀ CD,ഀ O-ഀ C0ഀ CDഀ rഀ Nഀ Mഀ 'tഀ CDഀ COഀ rഀ rഀ rഀ pഀ Oഀ CWDഀ 0ഀ OTഀ rഀ LOഀ Nഀ CRഀ t-ഀ Tഀ Oഀ Oഀ Oഀ C+0ഀ ഀ Nഀ d'.ഀ °ഀ rഀ rഀ ~iഀ ~ഀ iflഀ rഀ rഀ rഀ dഀ (Aഀ I~ഀ CDഀ rഀ COഀ Oഀ I~ഀ Nഀ r-ഀ (77ഀ Oഀ COഀ ~ഀ dഀ Oഀ Oഀ C'7ഀ (Pഀ (7)ഀ ~ഀ ഀ CAഀ ~ഀ Oഀ CAഀ ഀ C7ഀ Oഀ rഀ Nഀ Mഀ LC)ഀ I--ഀ 00ഀ ഀ Tഀ coഀ Tഀ I~ഀ LOഀ ~tഀ C7ഀ Tഀ rഀ COഀ COഀ Nഀ L17ഀ f~ഀ Tഀ CX)ഀ CC)ഀ Oഀ Cbഀ Loഀ Loഀ coഀ Nഀ (nഀ rഀ r-ഀ cr)ഀ C9ഀ r-ഀ Itഀ r- _ഀ 00ഀ ,I-ഀ C7ഀ C7)ഀ (7)ഀ Oഀ coഀ CAഀ 00ഀ LOഀ 0)ഀ Loഀ O'ഀ C'?ഀ I~ഀ ഀ Mഀ rഀ Oഀ Nഀ dഀ o7ഀ pഀ rഀ Nഀ COഀ '14*ഀ nഀ (0ഀ CDഀ CDഀ Oഀ coഀ rഀ rhഀ COഀ LC)ഀ COഀ Tഀ Oഀ r,ഀ t`ഀ CDഀ 07ഀ COഀ C7ഀ T_ഀ Cnഀ Oഀ rഀ rഀ Nഀ COഀ dഀ LOഀ I`ഀ COഀ 0ഀ Ul)ഀ LQഀ Mഀ coഀ (Aഀ coഀ LAഀ rഀ Cഀ Tഀ Oഀ rnഀ ,noഀ O,ഀ rഀ N'ഀ ഀ ORഀ CDഀ C~ഀ Nഀ Oഀ Oഀ rഀ Nഀ Coഀ coഀ -Itഀ coഀ I-ഀ 41'ഀ rഀ rഀ rഀ rഀ rഀ T'ഀ rഀ ^ഀ ,ഀ 417ഀ COഀ (l-ഀ Nഀ flഀ coഀ LOഀ Oഀ Nഀ d•ഀ CDഀ Il-ഀ mഀ Oഀ CDഀ Nഀ coഀ I-ഀ Tഀ Oഀ Oഀ (Dഀ mഀ COഀ coഀ rഀ COഀ LOഀ rഀ rഀ tഀ Iഀ oഀ Oഀ rഀ Tഀ Nഀ Coഀ coഀ dഀ rഀ Oഀ Nഀ toഀ Oഀ Nഀ Nഀ mഀ coഀ coഀ dഀ mഀ Nഀ r-ഀ C7ഀ ~ഀ coഀ I~?ഀ Coഀ 11?ഀ mഀ Nഀ coഀ Oഀ coഀ L17ഀ mഀ coഀ rnഀ coഀ cO•ഀ Loഀ ~ഀ u7ഀ ~ഀ mഀ oഀ COഀ oഀ r--ഀ oഀ COഀ oഀ coഀ oഀ L17.ഀ oഀ ~ഀ oഀ Oഀ Oഀ °ഀ Tഀ rഀ Nഀ Nഀ C7ഀ ഀ Lഀ oഀ tഀ Zഀ COഀ dഀ dഀ C')ഀ -ഀ COഀ d'ഀ rഀ coഀ coഀ 'tഀ f-ഀ dഀ rഀ Nഀ Nഀ Nഀ 07ഀ POഀ Tഀ CDഀ Cpഀ 00ഀ Oഀ Nഀ 1'-ഀ LOഀ C7)ഀ 417ഀ Oഀ cഀ tfഀ coഀ 4tഀ °ഀ toഀ 0ഀ dഀ 0ഀ 'tഀ 0ഀ °ഀ co 7ഀ Oഀ cഀ 0ഀ Oഀ Oഀ Oഀ Oഀ rഀ Tഀ rഀ Nഀ Nഀ (hഀ Nഀ Nഀ Nഀ Nഀ Oഀ Oഀ pഀ pഀ C)ഀ Oഀ Oഀ rഀ T-ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ °ഀ 0ഀ mഀ Cഀ Uഀ Zഀ C7ഀ U') CO Il- CAഀ G) O Tഀ UUഀ CLഀ Itഀ LOഀ L(~ഀ Lnഀ CDഀ L17ഀ coഀ I~ഀ Vഀ Nഀ Oഀ oഀ C\lഀ CC)ഀ p Oഀ 0° O O O O O O O; O O O O Oഀ CD N C7 Co co CO CD c T CO L^ C7 Oഀ r 0 O L 7 nഀ 0 0 0 O O0 0 0 0 0 O O Oഀ ഀ T (7) f~ M d N T 07 r-- to CO Nഀ d: d' CO C7 co co CO CO N N N N N Nഀ °00 0 0 00000000000ഀ N CO r U-) CO N r N r T T COഀ co N N N N N N Nഀ 0° O O O O O O O ° 0 0 0 O O Oഀ CY) 00ഀ 0 0 0 0 0 0 0 0 0 0 ° 0 0 O O Oഀ Ln Lo Lo p T N CO d L1) CD r-- 00ഀ T O T T T T T T if r- 00 CY) T Tഀ Tഀ pഀ Oഀ (Dഀ Oഀ ~ഀ (ഀ ,ഀ cr)ഀ COഀ LOഀ (Dഀ cr)ഀ CDഀ LOഀ Inഀ .ഀ Inഀ 0ഀ dഀ 0ഀ dഀ -ഀ lഀ LOഀ LOഀ 'tഀ Vഀ ~tഀ coഀ COഀ coഀ COഀ Nഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ -ഀ coഀ C)ഀ CDഀ Itഀ Nഀ Nഀ O)ഀ Oഀ Dഀ Tഀ Tഀ Tഀ Tഀ Tഀ Oഀ Oഀ Oഀ 00ഀ Oഀ Oഀ Tഀ Tഀ Tഀ Tഀ Tഀ T r N C 7 (O N 00 COഀ ഀ Nഀ Nഀ Cഀ ~ഀ Nഀ Cഀ Mഀ pഀ Uഀ (C)ഀ LOഀ Oഀ Cl)ഀ f~ഀ Tഀ LOഀ coഀ Oഀ Oഀ 6-ഀ Oഀ U)ഀ CEഀ Tഀ 0:ഀ uഀ Qഀ Oഀ Oഀ Oഀ Wഀ Qഀ uഀ roഀ _ഀ Nഀ Nഀ 0-ഀ Cഀ C\jഀ C Cഀ Nഀ Cഀ Nഀ < cഀ Nഀ Cഀ Nഀ Cഀ Cഀ 00ഀ 0ഀ pഀ C:ഀ Nഀ 0ഀ 0ഀ COഀ 00ഀ "Tഀ -ഀ T O0ഀ 00ഀ co ,ഀ r O0ഀ coഀ coഀ Tഀ CDഀ Oഀ (Dഀ Cnഀ Nഀ 0ഀ 0ഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ IZ Izഀ II II II II II II II ~ ~ഀ II II II II II (1) II II (n II II to II y (n (1)ഀ o~ roQ aS Q roQ coQ ctsQ ca Q Q Qഀ U)ഀ Qഀ U Yഀ m rഀ rഀ O LC)ഀ N Tഀ Ca IIഀ ~ Uഀ U) 9ഀ P5ഀ 3 y jഀ 1 111ഀ b 3IA..ഀ sF' 1 3 1ഀ 1 1ഀ Iഀ 1 1ഀ Iഀ 1ഀ .1 sഀ 1ഀ licsഀ -ഀ ഀ 1~7ഀ 1ഀ 1 1ഀ 1ഀ ,macഀ ~ Y '1ഀ t 1ഀ tഀ ~ഀ t hഀ 1ഀ 1 ~ഀ ► 1 L~ഀ r3ഀ C" !ഀ ►ഀ ►ഀ 1 1ഀ 1 1ഀ Iഀ mo? )ഀ 1ഀ 1ഀ ►ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ ►ഀ 1ഀ 0ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ [Nev: 0606238, Ver6.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description SCHEME B, B2 (REVISED PER S25) CASE 1ഀ Page 1ഀ calcul ations.ecw: Calculationsഀ General Information Code Ref ACI 318-02,19 97 UBG, 2003 ILJL;, luua Nt-VA wvc iഀ Span 29.25 ft f'c 5,uuu psiഀ Depth 60.000 in Fy 60,000 psiഀ Width 16.000 in Concrete Wt. 145.0pcfഀ Seismic Zone 0ഀ End Fixity - Pinned-Pinnedഀ Beam Weight Added Internally Live Load acts with Short Termഀ Reinforcingഀ Rebar @ Center of Beam.ഀ Count Size 'd' from Topഀ #1 6 10 57.50inഀ #2 6 6 2.50 inഀ Rebar @ Left End of Beam...ഀ Count Size 'd' from Topഀ #1 inഀ inഀ #2 iഀ Rebar @ Right End of Beam...ഀ Count Size 'd' from Topഀ n #1 inഀ #2 inഀ Load Factoringഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Termഀ #1 1.265 k 1.440 k kഀ #2 3.000 k k kഀ #3 2.380 k k kഀ Concentrated Loadsഀ Job #ഀ Date: 2:36PM, 22 MAR 06ഀ Startഀ 0.000 ftഀ 12.000 ftഀ 12.000 ftഀ v0.End~ഀ 29.250 ftഀ 22.500 ftഀ 22.500 ftഀ Dead Loadഀ Live Loadഀ 'Short Termഀ Locationഀ #1 15.200 kഀ 5.500 kഀ -15.000 kഀ 12.000 ftഀ #2 15.20O .kഀ 5.500 kഀ 15.000 kഀ 22.500 ftഀ Summaryഀ ~V~ഀ Beam Design OKഀ Span = 29.25ft, Width= 16.00in Depth = 60.00inഀ Maximum Moment: Mu 1,333.60 k-ftഀ Maximum Deflectionഀ -0.2469 inഀ Allowable Moment : Mn*phi 1,883.51 k-ftഀ Maximum Shear: Vu 137.53 kഀ Max Reaction @ Leftഀ 93.86 kഀ Allowable Shear : Vn*phi 164.35 kഀ Max Reaction @ Rightഀ 116.81 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750ഀ 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 24.000 24.000ഀ 24.000ഀ 24.000 24.000ഀ 24.000 24.000 inഀ 137ഀ 533 kഀ Max Vu 112.995 112.343ഀ 84.960ഀ 55.685 55.685ഀ .ഀ 136.881ഀ Bending & Shear Force Summaryഀ Bending... Mn*Phi~ഀ Mu, Eq. C-1ഀ Mu, Eq C-2ഀ Mu, Eq. C-3ഀ 883.51 k-ftഀ @ Center 1ഀ 1,333.60 k-ftഀ 964.36 k-ftഀ 604.37 k-ftഀ ,ഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Vn Phiഀ Shearഀ Vu, Eq. C-11ഀ :ഀ Vu, Eq. C-ഀ Vur Eq. Cഀ ഀ @ Left End 164.35 kഀ 112.99 kഀ 77.88 kഀ 45.06 kഀ @ Right End 164.35 kഀ 137.53 kഀ 110.02 kഀ 72.86 kഀ Deflectionഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + IBM Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29:2500 ftഀ 0.0000 in atഀ 29.2500 ftഀ 0.0000 in atഀ 29.2500 ftഀ @ Leftഀ @ Rightഀ 68.285 kഀ 83.881 kഀ 93.858 kഀ 111.428 kഀ 88.473 kഀ 116.813 kഀ -0.1657 in at 14.9760ftഀ -0.2469 in at 14.8590ftഀ -0.2364 in at 15.0930ftഀ Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scope :ഀ Rev: 580009 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw.Calculationsഀ Description SCHEMER, B2 (REVISED PER S25) CASE 1 yഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 6.115 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 4.892 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 332.656 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 124.560 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 1,388.449 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 1,535.629 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 25.594 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 15.915 inഀ (grossഀ 288,000.00 in4ഀ !crackedഀ 119,730.13 in4ഀ Elastic Modulusഀ 4,030.5 ksiഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ Z:Crackingഀ 110.721 Winഀ Elf. Flange Width 16.00 inഀ Mcrഀ Ms:Max DL +.LLഀ R1 = (Ms:DL+LL)/Mcrഀ Ms:Max DL+LL+STഀ R2 = (Ms:DL+LL+ST)/Mcrഀ I:eff... Ms(DL+LL)ഀ I:eff... Ms(DL+LL+ST)ഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factorഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 STഀ 1.700ഀ ACI C-3 Short Term Factorഀ ....seismic = STഀ 1.100ഀ 0.750ഀ 0.900ഀ 1.300ഀ 424.26 k ftഀ 879.83 k-ftഀ 0.482ഀ 879.16 k-ftഀ 0.483ഀ 138597.714 in4ഀ 138640.800 in4ഀ Adc'I 1.4 Factor for Seismic 1.400ഀ Add" l "0.9" Factor for Seismic 0.900ഀ Iഀ J ~ 1ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ F nnn nciഀ 1ഀ Software Concrete Rectangular & Tee Beam Designഀ Soഀ Description SCHEME B, B2 (REVISED PER S25) CASE 2ഀ General Informationഀ Spanഀ Depthഀ Widthഀ 29.25 ftഀ 60.000 inഀ 16.000 inഀ Fy 60,000 psiഀ Concrete Wt. 145.0 pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ L d t 'th Sh rt Termഀ Beam Weight Added Internally Live oa ac s wrഀ oഀ Reinforcingഀ ഀ Rebar @ Center of Beam... Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam..:ഀ Count Size 'd' from Top Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 6 10 57.50in #1 inഀ #1 inഀ #2 6 6 2.50 in #2 inഀ #2 inഀ Load Factoringഀ K.ഀ -ഀ orts 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Load factorinഀ suഀ Nഀ tഀ gഀ ppഀ oഀ e.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 31ഀ 8-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Termഀ Start Endഀ #1 1.265 k 1.440'k kഀ 0.000 ft 29.250 ftഀ #2 3.000 k k kഀ 12.000 ft 22.500 ftഀ #3 2.380 k k kഀ 12.000 ft 22.500 ftഀ Concentrated Loadsഀ #1ഀ #2ഀ ഀ aDead Loadഀ 15.200 kഀ 15.200 kഀ job #ഀ Date: 2:36PM, 22 MAR 06ഀ Page 1ഀ calculations.ecw:calculationsഀ Live Load Short Termഀ 5.500 k 15.000 kഀ 5.500 k l -15.000 kഀ Locationഀ 12.000 ftഀ 22.500 ft ;ഀ Beam Design OKഀ Span = 29.25ft, Width= 16.00in Depth = 60,00inഀ Maximum Moment : Mu 1,333.60 k-ftഀ Maximum Deflectionഀ -0.2582 inഀ Allowable Moment : Mn*phi 1,883.51 k-ftഀ Maximum Shear: Vu 137.53 kഀ Max Reaction @ Leftഀ 99.24 kഀ Allowable Shear : Vn*phi 164.35 kഀ Max Reaction @ Rightഀ 111.43 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 24.000 24.000ഀ 24.000 24.000 24.000ഀ 24.000 24.000 inഀ Max Vu 112.995 112.343ഀ 84.960 55.685 55.685ഀ 136.881 137.533 kഀ Bending & Shear Force Summaryഀ 'ഀ °ഀ 'ഀ w. _ഀ sz'5ഀ ~_.wഀ ,iഀ ~ഀ Sഀ 'ഀ ഀ -ഀ •ഀ `ഀ .v_.._ xz..i.y"..-3"a.1~ •wl~^. tilna_ഀ £.]......~::.tiഀ ~i.e.ഀ ഀ c a. ...15 2 '+~iഀ Bending... Mn*Phiഀ .ഀ ~ഀ .ഀ ഀ ഀ Y.:-ഀ S..stx.sഀ Lഀ ;R~xizഀ ഀ 1 Mu, Eq. C-1 Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Center 1,883.51 k-ftഀ 1,333.60 k-ft 1,051.34 k-ftഀ 685.96 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ft 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ft -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-i Vu, Eq. C :ഀ Vu, Eq. C4ഀ @ Left End 164.35 kഀ 112.99 k 91.61 kഀ 59.06 kഀ @ Right End 164.35 kഀ 137.53 k 96.28 kഀ 58.86 kഀ Deflectionഀ uenections...ഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 29.2500 ftഀ 0.0000 in at 29.2500 ftഀ 0.0000 in at 29.2500 ftഀ @ Leftഀ 68.285 kഀ 93.858 kഀ 99.243 kഀ @ Rightഀ 83.881 kഀ 111.428 kഀ 106.043 kഀ -0.1657 in at 14.9760ftഀ -0.2469 in at 14.8590ftഀ -0.2582 in at 14.6250ftഀ l~ഀ Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scopeഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description SCHEME B, B2 (REVISED PER S25) CASE 2ഀ Page 2ഀ calculations.ecw:Calculationsഀ section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 6.115 inഀ 0.000 inഀ 0.000 inഀ a = beta' Xneutralഀ 4.892 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 332.656 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 124.560 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal ' 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta' Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 1,388.449 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 1,535.629 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 25.594 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 15.915 inഀ Mcr u~ഀ 424.26 k-ftഀ Igrossഀ 288,000.00 in4ഀ Ms:Max DL + LLഀ 947.23 k-ftഀ (crackedഀ 119,730.13 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.448ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 945.96 k-ftഀ Fr = 7.5 " f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.448ഀ Z:Crackingഀ 115.290 Onഀ Leff... Ms(DL+LL)ഀ 134849.891 in4ഀ Leff... Ms(DL+LL+ST)ഀ 134910.795 in4ഀ Eff. Flange Widthഀ 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factorഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 STഀ 1.700ഀ ACI C-3 Short Term Factorഀ ....seismic = STഀ 1.100ഀ U.15u Add"I Factor for Seismic 1.400ഀ 0.900 Add" l "0.9" Factor for Seismic 0.900ഀ 1.300ഀ ~25 Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Description :ഀ Scope :ഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1963-2003 ENERCALC Engineering Softwareഀ Page 1ഀ calculations. ecw:calculationsഀ Description SCHEME B, B2 (REVISED PER S25) CASE 3ഀ General Informationഀ Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ ryഀ Span 29.25 ftഀ Fcഀ 5,000 psiഀ Depth 60.000 inഀ Fyഀ 60,000 psiഀ Width 16.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load acts withഀ Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Size V from Topഀ Count Size V from Topഀ Count Size V from Topഀ #1 6 10 57.501nഀ #1 inഀ #1 inഀ #2 6 6 2.50 inഀ #2 inഀ #2 inഀ Load Factoringഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Loadഀ Short Termഀ Start Endഀ #1 1.265 k 1.440 kഀ kഀ 0.000 ft 29.250 Itഀ #2 3.000 k kഀ kഀ 12.000 ft 22.500 ftഀ #3 2.380 k kഀ kഀ 12.000 ft 22.500 ftഀ Concentrated Loadsഀ -ഀ Dead Loadഀ Live Load r Short Termഀ Locationഀ #1 15.200 kഀ 5.500 k 19.000 kഀ 12.000 ftഀ #2 15.200 kഀ 5.500 k 19.000 kഀ 22.500 ftഀ Summary mഀ /ഀ Beam Design OKഀ Span = 29.25ft, Width= 16.00in Depth = 60.00inഀ Maximum Moment : Mu 1,333.60 k-ftഀ Maximum Deflectionഀ -0.3127 inഀ Allowable Moment: Mn*phi 1,883.51 k-ftഀ Maximum Shear: Vu 137.53 kഀ Max Reaction @ Leftഀ 109.45 kഀ Allowable Shear: Vn*phi 164.35 kഀ Max Reaction @ Rightഀ 133.84 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 24.000 24.000ഀ 24.000 24.000 24.000ഀ 24.000 24.000 inഀ Max Vu 112.995 112.343ഀ 84.960 55.685 55.685ഀ 136.881 137.533 kഀ Bending & Shear Force Summaryഀ Bending... Mn Phiഀ Mu, Eq C-1 Mu, Eq C-2 Mu, Eq. C-3ഀ @ Center 1,883.51 k-ftഀ 1,333.60 k-ftഀ 1,225.90 k-ftഀ 863.07 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-1ഀ Vu, Eq. C-:ഀ Vu, Eq. C-<ഀ @ Left End 164.35 kഀ 112.99 kഀ 104.62 kഀ 72.32 kഀ @ Right End 164.35 kഀ 137.53 kഀ 131.72 kഀ 94.99 kഀ Deflectionഀ ഀ Deflections...ഀ Upwardഀ Downwardഀ DL + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 ftഀ -0.1657 in atഀ 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 ftഀ -0.2469 in atഀ 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 ftഀ -0.3127 in atഀ 14.8590ftഀ Reactions...ഀ @ Leftഀ @ Ri hq tഀ DL + [Bm Wt]]ഀ 68.285 kഀ 83.881 kഀ DL + LL + [Bm Wt]ഀ 93.858 kഀ 111.428 kഀ DL + LL + ST + [Bm Wt]ഀ 109.448 kഀ 133.838 kഀ i ` ✓,i Title : :lob #ഀ / Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scopeഀ Rev: 580009 Page 2ഀ User: KW-0606238,Ver 5.8.0,1-Dec-2003 Concrete Rectangular & Tee Beam Design lations ecwCalulationsഀ - - caic lati alc ~ sഀ (c)1983-2003 ENERCALC Engineering Software calcuഀ Descriptionp SCHEME B, B2 (REVISED PER S25) CASE 3ഀ Section Analysisഀ Iഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 6.115 inഀ 0.000 inഀ 0.000 inഀ 000 inഀ 0ഀ a = beta * Xneutralഀ 4.892 inഀ 0.000 inഀ 000 kഀ 0ഀ .ഀ 0.000 kഀ Compression in Concreteഀ 332.656 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 124.560 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ .ഀ Find Max As for Ductile Failure...ഀ 000 inഀ 0ഀ 0.0000 inഀ X-Balancedഀ = Xbal * 0ഀ 75ഀ Xmaxഀ 34.031 inഀ 25.523 inഀ .ഀ 0.000 inഀ 0.000 inഀ .ഀ .ഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ 000 kഀ 0ഀ Compression in Concreteഀ 1,388.449 kഀ 0.000 kഀ 000 kഀ 0ഀ .ഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Total Compressive Forceഀ 1,535.629 kഀ .ഀ AS Max = Tot Force / Fyഀ 25.594 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ _ഀ yഀ 915 inഀ 15ഀ Mcrഀ 424.26 k ftഀ Neutral Axisഀ [grossഀ .ഀ 288,000.00 in4ഀ Ms.Max DL + LLഀ 1,085.03 k-ftഀ 1cracഀ edഀ 730.13 in4ഀ 119ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.391ഀ nഀ wi ai.ഀ Elastic Modulusഀ ,ഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 1,084.71 -ftഀ 5 * f'c^ഀ 5ഀ Fr = 7ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.391ഀ .ഀ .ഀ Z:Crackingഀ 132.200 k/inഀ Leff... Ms(DL+LL)ഀ 129789.966 in4ഀ I:eff... Ms(DL+LL+ST)ഀ 129798.725 in4ഀ Eff. Flange Widthഀ 16.00 inഀ ACI Factors (per ACI 318-02 applied internally to entered loads)ഀ ഀ .._w~.. K:Y '..53-.,..:.. W..:~'.aഀ ഀ sഀ ഀ _:.hair,.ഀ ഀ SWaa.~.;'.. ,...-e...a...... 'i:e.,.::ca .?....y'ഀ 400 ACI C-2 Group Factor 0.750ഀ 1ഀ ,ഀ _ഀ ഀ ഀ Add 11.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 DLഀ ACI C-1 & C-2 LLഀ .ഀ 1.700 ACI C-3 Dead Load Factor 0.900ഀ Add"] "0.9" Factor for Seismic 0.900ഀ ACI C-1° & C-2 STഀ 1.700 ACI C-3 Short Termഀ Factor 1.300ഀ ....seismic = ST * :ഀ 1.100ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 2:36PM, 22 MAR 06ഀ Rev: 580009 Page 1ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design 0ഀ (c)1983-2003 ENERCALC Enaineerina Software calculations.emCalculationsഀ Description SCHEME B, 132 (REVISED PER S25) CASE 4ഀ General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 -ഀ Span 29.25 ft y ft 5,000 psiഀ Depth 60.000 in Fy 60,000 psiഀ Width 16.000 in Concrete Wt. 145.0pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load acts with Short Termഀ Reinforcingഀ Rebar @ Center of Beam... Rebar @ Left End of Beam:.. Rebar @ Right End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 57.50in #1 in #1 inഀ #2 6 6 2.50 in #2 in #2 inഀ Load Factoringഀ ding t references ACI 31802 1 18-02 for r concreteഀ Note. Load factoring supports 0o IBmate loads Nwithin FP this by y am ue of theirഀ C i `nceete design. Factoring entered loads .2ഀ (Jniforrrt Loadsഀ ഀ Dead Load Live Load Short Term Start Endഀ #1 1.265 k 1.440 k k 0.000 ft 29.250 ftഀ #2 3.000 k k k 12.000 ft 22.500 ftഀ #3 2.380 k k k 12.000 ft 22.500 ftഀ Concentrated Loadsഀ Dead Load Live Load Short Term Locationഀ #1 15.200 k 5.500 k 19.000 k 12.000 ftഀ #2 15.200 k 5.500 k (-19.000 k 22.500 ftഀ Beam Design OKഀ Span = 29.25ft, Width= 16.00in Depth = 60.00inഀ Maximum Moment : Mu 1,333.60 k-ftഀ Maximum Deflectionഀ -0.2469 inഀ Allowable Moment : Mn*phi 1,883.51 k-ftഀ Maximum Shear: Vu 137.53 kഀ Max Reaction @ Leftഀ 93.86 kഀ Allowable Shear : Vn*phi 164.35 kഀ Max Reaction @ Rightഀ 111.43 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4-875ഀ 9.750 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 24.000 24.000ഀ 24.000 24.000 24.000ഀ 24.000 24.000 inഀ Max Vu 112.995 112.343ഀ 84.960 55.685 55.685ഀ 136.881 137.533 kഀ Bending & Shear Force Summaryഀ -ഀ ഀ - ,ഀ ഀ - t. r, . _a .,i....,w~ r.-e _ y'.. e..°>rഀ Bending... Mn*Phi Mu, Eq. C-1ഀ .ഀ '•_s-c-.._~.:~u`..ss.~Y"E i4.av"hiഀ . v-.F....<..3`^.Y3`.Y,.e,..:.ഀ Mu, Eq C-2 Mu, Eq. C-3ഀ @ Center 1,883.51 k-ftഀ 1,333.60 k-ftഀ 776.43 k-ftഀ 407.32 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-iഀ Vu, Eq. C-:ഀ Vu, Eq. Cഀ @ Left End 164.35 kഀ 112.99 kഀ 64.87 kഀ 31.79 kഀ @ Right End 164.35 kഀ 137.53 kഀ 74.58 kഀ 36.72 kഀ Deflectionഀ Deflections... Uoward Downwardഀ DL + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 ftഀ -0.1657 inഀ atഀ 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 Itഀ -0.2469 inഀ atഀ 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 inഀ at 29.2500 ftഀ -0.1772 inഀ atഀ 14.8590ftഀ Reactions.,.ഀ @ Leftഀ @ Rightഀ DL + [Bm Wt]]ഀ 68,285 kഀ 83.881 kഀ DL + LL + [Bm Wt]ഀ 93.858 kഀ 111.428 kഀ DL + LL + ST + [Bm Wt]ഀ 78.268 kഀ 89.018 kഀ Title : Job nഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scopeഀ 1- Dec-2003ഀ Ver5ഀ 0ഀ 8ഀ K,238ഀ Concrete Rectangular&Tee Beam Deഀ sign calculationsecഀ Page 2ഀ wCalculationsഀ ,ഀ .ഀ .ഀ ~ഀ =ഀ CALC Engineering Softwareഀ - sഀ Description~ SCHEME B, B2 (REVISED PER S25) CASE 4ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 6.115 inഀ 0.000 inഀ 0.000 inഀ 000 inഀ 0ഀ a = beta * Xneutralഀ 4.892 inഀ 0.000 inഀ 000 kഀ 0ഀ .ഀ 0.000 kഀ Compression in Concreteഀ 332.656 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 124.560 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ .ഀ Find Max As for Ductile Failure...ഀ 000 inഀ 0ഀ 0.0000 inഀ X-Balancedഀ *ഀ 34.031 inഀ 523 inഀ 25ഀ .ഀ 0.000 inഀ 0.000 inഀ 0.75ഀ Xmax = Xbalഀ a-max = beta * Xbalഀ .ഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 1,388.449 kഀ 0.000 kഀ 000 kഀ 0ഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ .ഀ 000 kഀ 0ഀ 0.000 kഀ Total Compressive Forceഀ 1,535.629 kഀ .ഀ AS Max = Tot Force / Fyഀ 25.594 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 15.915 inഀ Mcrഀ 424.26 k-ftഀ 732ഀ 82 k-ftഀ Igrossഀ 288,000 00 in4ഀ Ms.Max DL + LLഀ .ഀ 579ഀ 0ഀ Icrackedഀ 119,730.13 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ Max DL+LL+STഀ Mഀ .ഀ 732.69 k-ftഀ Elastic Modulusഀ 5 * f'CAഀ 5ഀ Fr = 7ഀ 4,030.5 ksiഀ 530.330 psiഀ s:ഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.579ഀ .ഀ .ഀ Z:Crackingഀ 110.721 Winഀ Leff... Ms(DL+LL)ഀ Leff... Ms(DL+LL+ST)ഀ 152383.337 in4ഀ 152400.386 in4ഀ Ell. Flange Widthഀ 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400 ACI C 2 Group Factor 0.750ഀ Add I 1 4' Factor for Seismicഀ 1.400ഀ ACI C-1 & C-2 LLഀ 1.700 ACI C-3 Dead Load Fഀ actor 0.900ഀ Add"I "0.9" Factor for Seismicഀ 0.900ഀ ACI C-1 & C-2 STഀ 1.700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * :ഀ 1.100ഀ fഀ n 1`-ഀ Dsgഀ Descriptionഀ Scopeഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular &Tee Beam Designഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description SCHEME B, B3 (REVISED PER S25) CASE 1ഀ job #ഀ Date: 2:36PM, 22 MAR 06ഀ Page 1ഀ calcul ations.ecw: Calculationsഀ General Informationഀ Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5uuuഀ Span -29.25 ft w f'c 5,000 psiഀ Depth 60.000 in Fy 60,000 psiഀ Width 24.000 in Concrete Wt. 145.0 pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load acts with Short Termഀ Reinforcingഀ Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam..'.ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 57.50in #1 in #1 inഀ #2 6 6 2.50 in #2 in #2 inഀ Load Factoringഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of tneir references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Term Start Endഀ #2 3.000 k k k 12.000 ft 22.500 ftഀ #3 2.380 k k k 12.000 ft 22.500 ftഀ Trapezoidal Loadsഀ #1 DL @ Left 0.605 k/ft LL @ Left 0.690 k/ft ST @ Left k/ft Start 0.000 ftഀ DL @ Righi 1.295 k/ft LL @ Right 1.470 k/ft ST @ Righi k/ft End 29.250 ftഀ Concentrated Loadsഀ Dead Load Live Load Short Term Locationഀ #1 15.200 k 5.500 k -15.000 k 12.000 Itഀ #2 15.200 k 5.500 k C 15.000 k 22.500 ftഀ wSummary Beam Design OKഀ Span = 29.25ft, Width= 24.00in Depth = 60:00inഀ Maximum Moment: Mu 1,295.28 k-ft Maximum Deflection -0.1378 inഀ Allowable Moment : Mn*phi 1,901.71 k-ftഀ Maximum Shear: Vu 134.83 k Max Reaction @ Left 87.47 kഀ Allowable Shear: Vn*phi 224.54 k Max Reaction @ Right 117.59 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875 9.750 14.625 19.500 24.375 29.250 ftഀ Max. Spacing 22.000 22.000 22.000 22.000 Not Req'd 22.000 22.000 inഀ Max Vu 108.170 107.653 84.958 51.988 51.988 134.128 134.825 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phi Mu, Eq nC-1 Mu, Eq. C-2 Mu, Eq. C-3ഀ @ Center 1,901.71 k-ft 1,295.28 k-ft 938.65 k-ft 621.99 k-ftഀ @ Left End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ftഀ @ Right End 0.00 k-ft -0.00 k-ft -0.00 k-ft -0.00 k-ftഀ Shear... Vn*Phi Vu, Eq. C-1 Vu, Eq. C : Vu, Eq. C-iഀ @ Left End 224.54 k 108.17 k 74.26 k 46.27 kഀ @ Right End 224.54 k 134.83 k 107.98 k 74.62 kഀ fഀ Title : Job #ഀ r' Dsgnr: Date: 2:36PM, 22 MAR 06.ഀ Descriptionഀ Scope :ഀ nev. oovvvn Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ u:. ~ -_r...,, . - ..~..,:c~ Win. .w r-r..~-.~,~.~......:-.5.- ~_-ah„_e.:~.~ ~....~.y.~.....c,.t;;~.:.,,..,..~..-.,az;v-_.....,,._.~ a. .~.._,.,.,..,..3..~- ..~.u.._„-,ഀ Description SCHEME B, B3 (REVISED PER S25) CASE 1ഀ Deflectionഀ Deflections...ഀ Upwardഀ Downwardഀ DL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.0793 in at 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1378 in at 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1279 in at 15.0930ftഀ Reactions...ഀ @ Leftഀ @ Rightഀ DL + [Bm Wt]]ഀ 69.065 kഀ 88.025 kഀ DL + LL + [Bm Wt]ഀ 87.472 kഀ 112.208 kഀ DL + LL + ST + [Bm Wt]ഀ 82.087 kഀ 117.593 kഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 366.384 kഀ 0.000 kഀ 0.000 kഀ Sum. [Steel comp. forces]ഀ 90.576 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,082.673 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 2,229.853 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 37.164 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 13.545 inഀ Mcrഀ 636.40 k- ftഀ Igrossഀ 432,000.00 in4ഀ Ms:Max DL + LLഀ 862.70 k-ftഀ Icrackedഀ 128,125.47 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0:.738ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 862.39 k-ftഀ Fr = 7.5 * f'c^.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.738ഀ Z:Crackingഀ 117.344 k/inഀ I:eff... Ms(DL+LL)ഀ 250106:067 in4ഀ Leff... Ms(DL+LL+ST)ഀ 250237.432 in4ഀ Eff. Flange Widthഀ 24.00 inഀ AU Factors (per ACI 318-02, applied internally to entered loads) . Iഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add" l "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * : 1.100ഀ 1> Title : Job #ഀ Dsgnr. Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scopeഀ Rev: saooosഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw Calculationsഀ Description SCHEME B, B3 (REVISED PER S25) CASE 2ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Span 29.25 ft VC 5,000 psiഀ Depth 60.000 in Fy 60,000 psiഀ Width 24.000 in Concrete Wt. 145.0 pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load acts with Short Termഀ Reinforcingഀ -ഀ Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 57.50in #1 in #1 inഀ #2 6 6 2.50 in #2 in #2 inഀ Load Factoring _ഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load _ Short Term Start Endഀ #2 3.000 k k k 12.000 ft 22.500 ftഀ #3 2.380 k k k 12.000 ft 22.500 ftഀ Trapezoidal Loadsഀ #1 DL @ Left 0.605 k/ftഀ DL @ Right 1.295 k/ftഀ Concentrated Loadsഀ Dead Loadഀ #1 15.200 kഀ #2 15.200 kഀ LL @ Left 0.690 k/ftഀ LL @ Right 1.470 k/ftഀ mLive Loadഀ 5.500 kഀ 5.500 kഀ ST @ Leftഀ ST @ Rightഀ Short Terഀ 15.000 kഀ -15.000 kഀ k/ft Start 0.000 ftഀ k/ft End 29.250 ftഀ ~x hഀ Locationഀ 12.000 ftഀ 22.500 ftഀ Beam Design OKഀ Span = 29.25ft, Width= 24.00in Depth = 60.00inഀ Maximum Moment : Mu 1,295.28 k-ftഀ Maximum Deflectionഀ -0.1500 inഀ Allowable Moment: Mn*phi 1,901.71 k-ftഀ Maximum Shear: Vu 134.83 kഀ Max Reaction @ Leftഀ 92.86 kഀ Allowable Shear: Vn*phi 224.54 kഀ Max Reaction @ Rightഀ 112.21 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750ഀ 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 22.000 22.000ഀ 22.000ഀ 22.000 Not Req'dഀ 22.000 22.000 inഀ Max Vu 108.170 107.653ഀ 84.958ഀ 51.988 51.988ഀ 134.128 134.825 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Center 1,901.71 k-ftഀ 1,295.28 k-ftഀ 1,019.94 k-ftഀ 701.40 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-,ഀ Vu, Eq. C :ഀ Vu, Eq. Cഀ @ Left End 224.54 kഀ 108.17 kഀ 87.99 kഀ 60.27 kഀ @ Right End 224.54 kഀ 134.83 kഀ 94.25 kഀ 60.62 kഀ Aഀ 4ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Job Ifഀ Date: 2:36PM, 22 MAR 06ഀ Rev: 580009 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B3 (REVISED PER S25) CASE 2ഀ Deflectionഀ Deflections...ഀ Upwardഀ Downwardഀ DL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.0793 in at 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1378 in at 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1500 in at 14.7420ftഀ Reactions...ഀ @ Leftഀ @ Riohtഀ DL + [Bm Wt]]ഀ 69.065 kഀ 88.025 kഀ DL + LL + [Bm Wt]ഀ 87.472 kഀ 112.208 kഀ DL + LL + ST + [Bm Wt]ഀ 92.856 kഀ 106.823 kഀ Section Analysisഀ :ഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axis .ഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 366.384 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 90.576 kഀ 0.1000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,082.673 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 2,229.853 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 37.164 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 13.545 inഀ Mcrഀ 636.40 k ftഀ (grossഀ 432,000.00 in4ഀ Ms:Max DL + LLഀ 925.76 k-ftഀ Icrackedഀ 128,125.47 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.687ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 925:41 k-ftഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcr 0.688ഀ Z:Crackingഀ 122.145 k/inഀ I:eff... Ms(DL+LL)ഀ 226840.045 in4ഀ Leff... Ms(DL+LL+ST)ഀ 226952.731 in4ഀ Eff. Flange Widthഀ 24.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C 1 & C 2 DLഀ 1.400ഀ ACI C-2 Group Factor 0.750 Add"I 1. Factor or Seismic 1.400ഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factor 0.900 Add" l "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 STഀ 1.700ഀ ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * :ഀ 1.100ഀ Title : job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scopeഀ Rev: 580009ഀ User: KW-0606238,Ver5-8.0,1-Dec-2003 Concrete Rectangular & Tee Beam Design _ Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B3 (REVISED PER S25) CASE 3ഀ General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 29.25 ftഀ f'cഀ 5,000 psiഀ Depthഀ 60.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 24.000 inഀ Concrete Wt.ഀ 145.0pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load acts withഀ Short Termഀ Reinforcingഀ .ഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 6 10ഀ 57.501nഀ #1 inഀ #1 inഀ #2 6 6ഀ 2.50 inഀ 42 inഀ #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ nI orm Loadsഀ -iഀ u,.ഀ Dead Loadഀ Live Load Short Termഀ Startഀ Endഀ #2 3.000 kഀ k kഀ 12.000 ftഀ 22.500 ftഀ #3 2.380 kഀ k kഀ 12.000 ftഀ 22.500 ftഀ Trapezoidal Loadsഀ #1 DL @ Leftഀ 0.605 k/ft LL @ Left 0.690 k/ft - ST @ Leftഀ k/ftഀ Start 0.000 ftഀ DL @ Rinhiഀ 1-295 k/ft LL @ Riaht 1.470 k/ft ST @ Riahlഀ k/ftഀ End 29.250 ftഀ Concentrated Loadsഀ Dead Loadഀ Live Loadഀ Short Termഀ Locationഀ #1ഀ 15.200 kഀ 5.500 kഀ 19.000 kഀ 12.000 ftഀ #2ഀ 15.200 kഀ 5.500 kഀ 19.000 kഀ 22.500 itഀ Summaryഀ Beam Design OKഀ Span = 29.25ft, Width= 24.00in Depth = 60.00inഀ Maximum Moment: Mu 1,295.28 k-ftഀ Maximum Deflectionഀ -0.2061 inഀ Allowable Moment : Mn*phi 1,901.71 k-ftഀ Maximum Shear : Vu 134.83 kഀ Max Reaction @ Leftഀ 103.06 kഀ Allowable Shear: Vn*phi 224.54 kഀ Max Reaction @ Rightഀ 134.62 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 22.000 22.000ഀ 22.000 22.000 Not Req'dഀ 22.000 22.000 inഀ Max Vu 108.170 107.653ഀ 84.958 51.988 51.988ഀ 134.128 134.825 kഀ Bending & Shear Force Summaryഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Centerഀ 1,901.71 k-ftഀ 1,295.28 k-ftഀ 1,196.17 k-ftഀ 879.45 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-1ഀ Vu, Eq. C :ഀ Vu, Eq. Cഀ @ Left Endഀ 224.54 kഀ 108.17 kഀ 101.00 kഀ 73.54 kഀ @ Right Endഀ 224.54 kഀ 134.83 kഀ 129.69 kഀ 96.75 kഀ Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scope :ഀ Hev: ozsuvuaഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular &Tee Beam Design Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculalions.ecw:Calculationsഀ Description SCHEME B, 133 (REVISED PER S25) CASE 3 _ഀ Deflectionഀ Deflections... LLഀ Upward Downwardഀ DL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 Itഀ -0.0793 in at 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1378 in at 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.2061 in at 14.8590ftഀ Reactions...ഀ @ Leftഀ @ Rightഀ DL + [Bm Wt]]ഀ 69.065 kഀ 88.025 kഀ DL + LL + [Bm Wt]ഀ 87.472 kഀ 112.208 kഀ DL + LL + ST + [Bm Wt]ഀ 103.062 kഀ 134.618 kഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta' Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 366.384 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 90.576'kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal ' 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta ' Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,082.673 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180.kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 2,229.853 kഀ 0.000 kഀ 0.000 kഀ AS.Max = Tot Force / Fyഀ 37.164 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ :ഀ :ഀ ;kriഀ 'Sഀ Lഀ •s<ഀ tkഀ taഀ V-ഀ Neutral Axisഀ 13.545 inഀ Mcrഀ .t.s..,ഀ ഀ . z.ഀ ;LLഀ 636.40 k-ft~ഀ ഀ Eഀ .ഀ .ഀ Igrossഀ 432,000.00 in4ഀ Ms:Max DL + LLഀ 1,065.17 k-ftഀ Icrackedഀ 128,125.47 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.597ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 1,064.16 k-ftഀ Fr = 7.5 ` f'c^.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.598ഀ Z:Crackingഀ 140.458 k/inഀ I:eff... Ms(DL+LL)ഀ 192932.713 in4ഀ I:eff... Ms(DL+LL+ST)ഀ 193117.218 in4ഀ Elf. Flange Widthഀ 24.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads) V,ഀ ACI C 1 & C 2 DLഀ 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LLഀ 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 STഀ 1:700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST ' :ഀ 1.100ഀ Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scope :ഀ User: KW' 06238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations emCalculationsഀ Description SCHEME B, B3 (REVISED PER S25) CASE 4ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000 9ഀ Spanഀ 29.25 ftഀ f'cഀ 5,000 psiഀ Depthഀ 60.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 24.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load acts withഀ Short Termഀ Reinforcingഀ Rebar @ Center of Beamഀ ഀ Aebar @ Left End of Beam...ഀ Rebar @ Right End of Beam..:ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 6 10ഀ 57.50inഀ #1 inഀ #1 inഀ #2 6 6ഀ 2.50 inഀ #2 inഀ #2 inഀ Load Factoriഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Term Start Endഀ #2 3.000 k k k 12.000 ft 22.500 ftഀ #3 2.380 k k k 12.000 ft 22.500 ftഀ Trapezoidal Loads yഀ #1 DL @ Left 0.605 k/ft LL @ Left 0.690 k/ft ST @ Left k/ft Start 0.000 ftഀ DL @ Righi 1.295 k/ft LL @ Right 1.470 k/ft ST @ Righl k/ft End 29.250 ftഀ Concentrated Loadsഀ Dead Loadഀ Live Loadഀ Short Termഀ Locationഀ #1 15.200 kഀ 5.500 kഀ -19.000 kഀ 12.000 ftഀ #2 15.200 kഀ 5.500 kഀ -19.000 kഀ 22.500 ftഀ Summaryഀ w.hഀ Beam Design OKഀ Span = 29.25ft, Width= 24.00in Depthഀ = 60.00inഀ Maximum Moment: Muഀ 1,295.28 k-ftഀ Maximum Deflectionഀ -0.1378 inഀ Allowable Moment: Mn"phiഀ 1,901.71 k-ftഀ Maximum Shear: Vuഀ 134.83 kഀ Mഀ ax Reaction @ Leftഀ 87.47 kഀ Allowable Shear: Vn"phiഀ 224.54 kഀ Mഀ ax Reaction @ Rightഀ 112.21 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 iഀ n2ഀ Region 0.000ഀ 4.875ഀ 9.750ഀ 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacing 22.000ഀ 22.000ഀ 22.000ഀ 22.000 Not Req'dഀ 22.000 22.000 inഀ Max Vu 108.170ഀ 107.653ഀ 84.958ഀ 51.988 51.988ഀ 134.128 134.825 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Center 1,901.71 k-ftഀ 1,295.28 k-ftഀ 748.73 k-ftഀ 424.48 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-ഀ Vu, Eq. C-:ഀ Vu, Eq. C-:ഀ @ Left End 224.54 kഀ 108.17 kഀ 61.25 kഀ 33.00 kഀ @ Right End 224.54 kഀ 134.83 kഀ 72.55 kഀ 38.48 kഀ Title : Job #ഀ Dsgnr: Date: 2:36PM, 22 MAR 06ഀ Descriptionഀ Scope :ഀ Rev: 580009 Pa e 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design gഀ 0ഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw Calculations -ഀ Description SCHEME B, B3 (REVISED PER S25) CASE 4ഀ Deflectionഀ Deflections... Upward Downwardഀ DL + [Bm Wtjഀ 0.0000 in atഀ 29.2500 ftഀ -0.0793 in at 14.9760ftഀ DL + LL + [Bm Wtjഀ 0.0000 in atഀ 29.2500 ftഀ -0.1378 in at 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.0764 in at 14.9760ftഀ Reactions...ഀ @ Leftഀ @ Rightഀ DL + [Bm Wt]]ഀ 69.065 kഀ 88.025 kഀ DL + LL + [Bm Wt]ഀ 87.472 kഀ 112.208 kഀ DL + LL + ST + [em Wt]ഀ 71.882 kഀ 89.798 kഀ Section Analystsഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 366.384 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 90.576 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,082.673 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 2,229.853 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 37.164 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Nഀ Neutral Axisഀ 13.545 in Mcrഀ 636.40 k-ftഀ Igrossഀ 432,000.00 in4ഀ Ms:Max DL + LLഀ 714.51 k-ftഀ Icrackedഀ 128,125.47 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0:891ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 713.96 k-ftഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.891ഀ Z:Crackingഀ 117.344 k/inഀ Leff... Ms(DL+LL)ഀ 342833:561 in4ഀ Leff... Ms(DL+LL+ST)ഀ 343330.828 in4ഀ Eff. Flange Widthഀ 24.00 inഀ I ACI Factors (per ACI 318-02, applied internally to entered loads) Eഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * : 1.100ഀ 1ഀ Monroe & Newellഀ Engineers, Inc.ഀ iiഀ i I~ഀ JO6 `ഀ SHEET NO.ഀ CALCULATED BYഀ CHECKED BYഀ SCALEഀ OFഀ DATEഀ DATEഀ iഀ -ഀ ഀ ഀ .ഀ ഀ . .1ഀ g .ഀ .ഀ ഀ ' v ~Aഀ 0. 14ഀ .ഀ ഀ ഀ Ciഀ ഀ I r..`..ഀ v~ "tഀ ഀ ; .ഀ , Tഀ .Iഀ ഀ 33M''ഀ ഀ y. .ഀ 4Vffഀ ഀ ..............y......_............................... :ഀ ഀ ഀ ഀ ഀ ഀ ഀ ................_.....................i,............_._...........ഀ ഀ ........................_....._.......i............-;ഀ .ഀ ഀ ഀ ഀ ;ഀ ഀ ഀ ~ഀ ഀ .ഀ Mഀ ഀ ഀ Q K rtnഀ ഀ l~ Vj~ഀ ഀ . .ഀ sഀ ഀ ഀ .ഀ :ഀ .ഀ ഀ .ഀ ഀ ഀ ഀ .ഀ ഀ .ഀ ~ a ^aഀ t✓ഀ ഀ ഀ ഀ ഀ ALLഀ rഀ .:..Mഀ fഀ 1.ഀ ~l,_ഀ [ഀ tiഀ i'ഀ ഀ Jഀ 4ഀ 1ഀ ഀ ഀ ഀ .1.ഀ ഀ iഀ iഀ ഀ ഀ iഀ ഀ ഀ ഀ ഀ ഀ PRCOUCT 204-1 (Single Shee6) 205-1 (Padded)ഀ n JOBഀ d n 1? ~ 3ഀ ~ _ഀ Monroe Sl I l`tie~~;~%elIlഀ &ഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED BY DATEഀ 1 CHECKED BY DATE 3 ZZ Iഀ PRODUCT 204.1(Sia01e Sheets) 20S-1(Padded)ഀ PRODUCT 204-1 (Single SAee1s) 205-1 (Padded)ഀ 4 aഀ t ~ഀ Monroe & Newellഀ Engineers, Inc.ഀ STRUCTURAL ENGINEERING CALCULATIONSഀ For:ഀ Vail's Front Doorഀ Building "C"ഀ Vail Ski Clubഀ Vail, Coloradoഀ M&N # 5500.02ഀ FS QOM, 06ഀ ,~ayOF Carpഀ Vail, Coloradoഀ Denver, Coloradoഀ Dillon, Coloradoഀ These drawings and calculations are the property of Monroe & Newell Engineers, Inc. Any use orഀ reproductions of these calculations without the expressed written permission of Monroe & Newellഀ Engineers, Inc. is strictly prohibited.ഀ **P.E. stamp on sheet applies to the following calculation pages and indicates that have been reviewed.ഀ This includes all sheets attached to this cover.ഀ January 10, 2006ഀ 01M~~iഀ iഀ ~~8,NXഀ 2005 Platinum Sponsorഀ Che Colorado Chapter ofഀ I he American Institute of Architectsഀ www.monroe-newell.comഀ 1701 Wynkoop Street * Suite 200 * Denver, Colorado 80202ഀ MONROE & NEWELL ENGINEERS, INC.ഀ DESIGN CRITERIA-COMMERCIALഀ Project Name: Vail's Front Door Building C Date: January 2006ഀ Vail Ski Clubഀ Location: Vail, Colorado Project#: 5500.02ഀ Building Department: Town of Vail, Colorado Phone:ഀ Contact: Building Code/Year: 2003 IBCഀ Live Loads:ഀ See Attached General Notesഀ Wind:ഀ Speed 100 MPH Exposure Bഀ j Seismic Zone: See Attached General Notes Frost depth: 48 inchesഀ Iഀ Foundation Criteria:ഀ Soils Engineer: Koechlein Consulting Engineers, Inc. Report#: 03-015ഀ Report Date: August 19, 2003ഀ Foundation Design Criteria:ഀ Allowable bearing (DL+LL) 5000 psf on soilsഀ 20000 psf on bedrockഀ Wall span required 10 FTഀ Soil modulus (vertical) 200 PCIഀ Lateral:ഀ Active (unrestrained) 40 PCF (on-site soils) 35 PCF (imported gravel)ഀ At rest (restrained) 55 PCF (on-site soils) 45 PCF (imported gravel)ഀ Passive 300 PCF (on-site soils) 350 PCF (imported gravel)ഀ Sliding friction coefficient 0.4ഀ PROJECT: VAIL'S FRONT DOORഀ M&N 5500.02ഀ DATE: JANUARY 04, 2006ഀ GENERAL NOTESഀ NOTE: THESE GENERAL NOTES INCLUDE THE REQUIREMENTS FOR Aഀ LL BUILDINGSഀ OF THE VAIL'S FRONT DOOR PROJECT. THEREFORE NOT ALL SECTIONS OFഀ THE NOTES MAY APPLY TO EACH BUILDING.ഀ 1. LIVE LOADS USED IN DESIGNഀ A. PARKING GARAGE AND TUNNELഀ 1. ROOF (SNOW)ഀ 100 PSFഀ 2. ROOF (TRUCK TRAFFIC)ഀ AASHTO HS-20ഀ 3. UPPER LEVEL PARKINGഀ .ഀ 4. MID-LEVEL PARKINGഀ 40 PSFഀ 5. MID-LEVEL TUNNELഀ 40 PSFഀ AASHTO HS-20ഀ 6. POOL (5'-0" DEPTH MAX)ഀ 320 PSFഀ B. SPAഀ 1. ROOF (SNOW)ഀ 100 PSFഀ 2. RESIDENCE LEVELഀ 40 PSFഀ 3. SPA LEVELSഀ 100 PSFഀ C. SKI CLUBഀ 1. ROOF (SNOW)ഀ 80 PSFഀ 2. GROUND LEVEL FLOORഀ 100 PSFഀ 3. MID LEVEL FLOORഀ 125 PSFഀ D. SKIER SERVICESഀ 1. ROOF(SNOW) 4/12 & GREATER SLOPEഀ 80 PSFഀ 2. ROOF SNOW LESS THAN 4/12 SLOPEഀ 100 PSFഀ 3. GROUND LEVEL FLOORഀ 100 PSFഀ 4. LOWER LEVELഀ 125 PSFഀ E. RESIDENCE'S PARKING GARAGEഀ 1. ROOF (SNOW)ഀ 2ഀ 100 PSFഀ . MECHANICAL AND STORAGE LEVELഀ 125 PSFഀ F. RESIDENCESഀ 1. ROOF (SNOW)ഀ 80 PSFഀ 2. FLOORSഀ 3. EXTERIOR DECKS (SNOW)ഀ 40 PSFഀ 100 PSFഀ G. IMPORTANCE FACTORSഀ CATEGORYഀ SEISMIC FACTOR IEഀ IIഀ SNOW FACTOR ISഀ 1.0ഀ WIND FACTOR IWഀ 1.0ഀ 1.0ഀ Hഀ WINDഀ 3 SECOND GUSTഀ 100 MPHഀ FASTEST MILEഀ 80 MPHഀ EXPOSUREഀ Bഀ SEISMICഀ a. PARKING GARAGE & TUNNEL/SITE CLASSഀ SITE CLASSഀ Dഀ CATEGORYഀ Bഀ SSഀ 0.284ഀ SSഀ 0.068ഀ SDSഀ 0.298ഀ SD'ഀ BASIC SEISMIC FORCE RESISTING SYSTEM ISഀ 0.045ഀ CONCRETE SHEAR WALLSഀ SEISMIC RESPONSE COEFFICIENTS CSഀ 0ഀ 066ഀ RESPONSE MODIFICATION FACTORഀ .ഀ 4ഀ 0ഀ ANALYSIS PROCEDURE USEDഀ .ഀ EQUIVALENT LATERAL FORCEഀ SEISMICഀ b. SPAഀ SITE CLASSഀ Dഀ CATEGORYഀ Bഀ SSഀ 0.284ഀ SSഀ 0.068ഀ SDSഀ 0.298ഀ SDIഀ BASIC SEISMIC FORCE RESISTING SYSTEM ISഀ 0.045ഀ MASONRY SHEAR WALLSഀ SEISMIC RESPONSE COEFFICIENTS CSഀ 0ഀ 066ഀ RESPONSE MODIFICATION FACTORഀ .ഀ 2ഀ 0ഀ ANALYSIS PROCEDURE USEDഀ .ഀ EQUIVALENT LATERAL FORCEഀ C. SKI CLUBഀ SITE CLASSഀ Dഀ CATEGORYഀ Bഀ SSഀ 0.284ഀ SSഀ 0.068ഀ SDSഀ 0.298ഀ SDIഀ BASIC SEISMIC FORCE RESISTING SYSTEM ISഀ 0.045ഀ CONCRETE SHEAR WALLSഀ SEISMIC RESPONSE COEFFICIENTS CSഀ 0ഀ 066ഀ RESPONSE MODIFICATION FACTORഀ .ഀ 4ഀ 5ഀ ANALYSIS PROCEDURE USEDഀ .ഀ EQUIVALENT LATERAL FORCEഀ d. SKIER SERVICESഀ SITE CLASS Dഀ CATEGORY Bഀ SSഀ SS 0.284ഀ SDS 0.068ഀ 0.298ഀ SD' 0.045ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS CONCRETE SHEAR WALLSഀ SEISMIC RESPONSE COEFFICIENTS CS 0.066ഀ RESPONSE MODIFICATION FACTOR 4.0ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCEഀ e. RESIDENCE AND GARAGEഀ SITE CLASS Bഀ CATEGORY Bഀ Ssഀ S, 0.35ഀ 0.08ഀ SDSഀ 0.23ഀ SD' 0.053ഀ BASIC SEISMIC FORCE RESISTING SYSTEM IS LIGHT FRAME SHEAR WALLSഀ SEISMIC RESPONSE COEFFICIENTS Cs 0.058ഀ RESPONSE MODIFICATION FACTOR 4ഀ ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FRAMEഀ J. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE.ഀ 2. DEFERRED SUBMITTALഀ A. DEFERRED SUBMITTALS PER SECTION 1063.4.1 SHALL BE SUBMITTED TO THE BUILDINGഀ OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION.ഀ B. DEFERRED SUBMITTALS ARE:ഀ 1. PREFABRICATED FLOOR TRUSSES/JOISTSഀ C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE LICENSEDഀ PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS.ഀ TESTING INSPECTIONS AND OBSERVATIONS:ഀ A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION.ഀ STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THEഀ CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIREDഀ INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIALഀ INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONALഀ BUILDING CODE.ഀ B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESSഀ SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL.ഀ SOIL PREPARATIONഀ a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILLഀ AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCEഀ WITH THE APPROVED REPORT.ഀ CONCRETE CONSTRUCTIONഀ a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING POST-TENSIONINGഀ TENDONS AND PLACEMENT.ഀ b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT.ഀ C. PERIODIC VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHERഀ THAN ASTM A706.ഀ d. CONTINUOUS INSPECTION OF REINFORCING STEEL-RESISTING FLEXURAL ANDഀ AXIAL FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, AND BOUNDARYഀ ELEMENTS OF SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEARഀ REINFORCEMENT.ഀ e. CONTINUOUS INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE PRIORഀ TO AND DURING PLACEMENT OF CONCRETE.ഀ f. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX.ഀ g. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TOഀ FABRICATE SPECIMANS FOR STRENGTH TESTS, PERFORM SLUMP AND AIRഀ CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE.ഀ h. CONTINUOUS INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FORഀ PROPER APPLICATION TECHNIQUES.ഀ i. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATUREഀ AND TECHNIQUES.ഀ j. CONTINUOUS INSPECTION OF APPLICATION OF POST-TENSIONING FORCES.ഀ k. PERIODIC VERIFICATION! OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSINGഀ OF TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OFഀ SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS.ഀ STEEL CONSTRUCTIONഀ a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTIONഀ EXCEPT THE FOLLOWING:ഀ 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP INഀ ACCORDANCE WITH SECTION 1704.3.ഀ b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENTഀ DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS,ഀ WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS AREഀ VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS AREഀ MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDSഀ IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOPഀ WELDING.ഀ 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE.ഀ 2. FLOOR AND ROOF DECK WELDING.ഀ 3. WELDED STUDS WHEN USED FOR STRUCTURAL DIAPHRAGM.ഀ 4. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMINGഀ MEMBERS SUCH AS STUDS AND JOISTS.ഀ 5. WELDING OF STAIRS AND RAILING SYSTEMS.ഀ C. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS ANDഀ MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED.ഀ d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE WITHഀ THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS SUCHഀ AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER APPLICATION OFഀ JOINT DETAILS AT EACH CONNECTION.ഀ e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDSഀ SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS ANDഀ MANUFACTURER'S CERTIFIED MILL TEST REPORTS.ഀ f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FORഀ CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVEDഀ CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OFഀ COMPLIANCE.ഀ g. CONTINUOUS INSPECTION OF SLIP-CRITICAL CONNECTION WITH HIGH STRENGTHഀ BOLTS. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGHഀ STRENGTH BOLTS.ഀ WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALLഀ DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS ANDഀ PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCHഀ STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENSIONING, THEഀ SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING ANDഀ CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BYഀ 4ഀ THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATIONS;ഀ DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEENഀ DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THEഀ INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOFഀ INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTSഀ REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THEഀ SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTEDഀ MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED.ഀ 2. MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTEDഀ TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUTഀ METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT TENSIONഀ INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFFഀ BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BEഀ INSPECTED ONLY ON A PERIODIC BASIS.ഀ 4. MASONRY CONSTRUCTIONഀ THE MINIMUM SPECIAL INSPECTION PROGRAM FOR MASONRY SHALL BE ASഀ FOLLOWS:ഀ FROM THE BEGINNING OF MASONRY CONSTRUCTION, THE FOLLOWINGഀ SHALL BE VERIFIED TO ENSURE COMPLIANCE:ഀ a. PROPORTIONS OF SITE-PREPARED MORTAR AND GROUT.ഀ (PERIODICALLY)ഀ b. PLACEMENT OF MASONRY UNITS AND CONSTRUCTION OF MORTARഀ JOINTS. (PERIODICALLY)ഀ C. PLACEMENT OF REINFORCEMENT, CONNECTORS AND ANCHORAGESഀ (PERIODICALLY)ഀ d. GROUT SPACE PRIOR TO GROUTING. (CONTINUOUSLY)ഀ PLACEMENT OF GROUT. (CONTINUOUSLY)ഀ 2. THE INSPECTION PROGRAM SHALL VERIFY:ഀ SIZE AND LOCATION OF STRUCTURAL ELEMENTS. (PERIODICALLY)ഀ TYPE, SIZE AN*D LOCATION OF ANCHORS, INCLUDING OTHERഀ DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS,ഀ FRAMES OR OTHER CONSTRUCTION. (CONTINUOUSLY)ഀ SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT.ഀ (PERIODICALLY)ഀ WELDING OF REINFORCEMENT. (PERIODICALLY)ഀ PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATUREഀ BELOW 40 DEGREES F) OR HOT WEATHER (TEMPERATURE ABOVE 90ഀ DEGREES F).ഀ (PERIODICALLY)ഀ PREPARATION OF ANY REQURED GROUT SPECIMENS, MORTAR SPECIMENSഀ AND/OR PRISMS SHALL BE OBSERVED. (CONTINUOUSLY)ഀ COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF THEഀ CONSTRUCTION DOCUMENTS AND THE APPROVED SUBMITTALS SHALL BEഀ VERIFIED. (PERIODICALLY)ഀ 4. FOUNDATIONSഀ A. MAXIMUM SOIL DESIGN PRESSUREഀ 1. BED ROCK 20,000 PSFഀ 2. SOILഀ 5,000 PSFഀ B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 03-015ഀ BY KOECHLEIN CONSULTING ENGINEERS, INC. DATED 19 AUGUST 2003.ഀ C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARINGഀ ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BYഀ CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGSഀ SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE.ഀ D. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL ORഀ PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILLഀ SHALL BE COMPACTED TO 950Zo (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTMഀ D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS AREഀ ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOILഀ REPORT FOR DESCRIPTION OF BEARING SOIL).ഀ E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12ഀ INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFERഀ TO SOILS REPORT FOR BACKFILL MATERIAL.ഀ F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWERഀ LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED.ഀ CONCRETE SLABS SHALL BE PROPERLY CURED.ഀ G. CENTER ALL FOOTINGS, ON COLUMNS OR GRID LINES UNLESS NOTED OTHERWISEഀ ON PLANS.ഀ H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTEDഀ FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE.ഀ NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY.ഀ BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE.ഀ SLAB ON GRADEഀ A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICTഀ ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THEഀ CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATIONഀ REQUIREMENTS TO THE GEOTECHNICAL ENGINEER.ഀ B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTEDഀ TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATIONഀ DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BEഀ REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THEഀ RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTHഀ THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE.ഀ CONCRETEഀ A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE 1/II PORTLAND CEMENT,ഀ STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS:ഀ CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ.ഀ 6ഀ FOOTINGS &FOUNDATION WALLS 4000 psi STDഀ INTERIOR SLABS ON GRADE 4000 psi STD 0.50ഀ INTERIOR STRUCTURAL SLABS,ഀ BEAMS, WALLBEAMS AND COLUMNS 5000 psi STD 0.50ഀ SLABS ON METAL DECK 3500 psi STD 0.50ഀ EXTERIOR CONCRETE (x*) 4000 psi STD 0.45 6%-8%ഀ MAXIMUM SLUMP SHALL NOT EXCEED 4".ഀ B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITHഀ LETTER INDICATING COST REDUCTION AT TIME OF BID. THE MODULUS OF ELASTICITYഀ OF ALL CONCRETE SHALL EXCEED WC1.5 33 ~F'C (OR 57,000 ~ F'C NORMAL WEIGHTഀ CONCRETE).ഀ C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTSഀ SHALL BE SPACED 15'-0 FEET MAXIMUM AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16"ഀ WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGHഀ JOINT.ഀ D. SLABS, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANYഀ STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADSഀ AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALLഀ BE AS DETAILED OR AS REVIEWED BY THE ENGINEER.ഀ E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCEഀ WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USEഀ STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OFഀ CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER.ഀ REINFORCEMENTഀ A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTMഀ A615, GRADE 60 EXCEPT TIES.ഀ B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BEഀ LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER.ഀ C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE:ഀ 1. CONCRETE POURED AGAINST EARTH 3°ഀ 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2"ഀ 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2"ഀ 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4"ഀ D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITHഀ SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION.ഀ E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED ORഀ AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALLഀ BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE Aഀ MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTEDഀ OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS.ഀ F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS INഀ CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY ATഀ EACH CORNER.ഀ 7ഀ G. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED ASഀ FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS.ഀ POST-TENSIONINGഀ A. TENDONS FOR POST-TENSIONING SHALL BE UNCOATED SEVEN WIRE STRESS RELIEVEDഀ STEEL STRAND HAVING AN ULTIMATE STRENGTH OF 270 KSI AND SHALL MEET ASTMഀ STANDARDS A416. OIL TEMPERED WIRES SHALL NOT BE USED. STRAND SHALL BE COATEDഀ WITH A RUST PREVENTATIVE GREASE AND ENCLOSED IN AN EXTRUDED PLASTIC SLIPPAGEഀ SHEATHING.ഀ B. COUPLINGS SHALL BE USED ONLY AT LOCATIONS INDICATED AND/OR AS REVIEWED BYഀ THE STRUCTURAL ENGINEER.ഀ C. POST-TENSIONING OPERATION SHALL NOT COMMENCE UNTIL CONCRETE CYLINDERS,ഀ CURED UNDER.JOB-SITE CONDITIONS, HAVE BEEN TESTED AND INDICATED 3000 PSIഀ COMPRESSIVE STRENGTH.ഀ D. CALCIUM CHLORIDE AND FLYASH SHALL NOT BE USED.ഀ E. ALL REINFORCING AND POST-TENSIONING TENDONS SHALL BE FIRMLY SECURED TOഀ PREVENT DISPLACEMENT DURING POURING OF CONCRETE. STAPLE ALL CHAIRSഀ MINIMUM TWO STAPLES EACH.ഀ F. POST-TENSIONING TENDON SUPPLIER TO INCREASE FORCES SHOWN AS NECESSARYഀ TO OVERCOME FRICTION FORCES AS PER LATEST POST-TENSIONING DESIGNഀ INSTITUTE RECOMMENDATIONS. ALL FORCES SHOWN ARE FINAL EFFECTIVE.ഀ G. ALL POST-TENSIONING TENDONS SHALL BE NO LESS THAN 4" FROM ANY OPENINGഀ H. ALL POST-TENSIONING TENDONS TO BE BENT AROUND OPENING SHALL EXTEND Aഀ MINIMUM OF 2'-0" PAST THE OPENING BEFORE STARTING CURVE.ഀ HORIZONTAL SLOPE OF POST-TENSIONING TENDONS SHALL BE LIMITED TO 1:6.ഀ UNIFORM TENDONS SHALL BE STRESSED PRIOR TO BANDED TENDONS. STRESS SLABഀ TENDONS BEFORE STRESSING BEAM TENDONS.ഀ K. IT SHALL BE CONTRACTOR'S RESPONSIBILITY TO VERIFY BY APPLICABLE METHODS,ഀ LOCATIONS OF TENDONS PRIOR TO INSTALLATION OF ANY SLAB PENETRATIONSഀ GREATER THAN 3/4" DEEP.ഀ L. ALL JACKING OF TENDONS SHALL BE DONE WITH AN AUTOMATIC POWER SEATING JACK.ഀ M. NOTIFY ENGINEER AT LEAST 72 HOURS IN ADVANCE OF CONCRETE POUR SO THATഀ STEEL AND TENDON PLACEMENT MAY BE OBSERVED PRIOR TO CONCRETE POUR.ഀ N. PROVIDE 244 BACKUP BARS AT ALL TENDON ANCHORAGES. BARS SHALL EXTENDഀ MINIMUM 2'-0 EACH SIDE OF ANCHORAGE.ഀ 0. TENSILE STRESS IN PRESTRESSING TENDONS SHALL NOT EXCEED THE FOLLOWING:ഀ 1. DUE TO TENDON JACKING FORCE 0.94 fpy BUT NOT GREATER THAN 0.85 fpu ORഀ MAXIMUM VALUE RECOMMENDED BY MANUFACTURERS OF PRESTRESSINGഀ TENDONS OR ANCHORAGES.ഀ 2. IMMEDIATELY AFTER PRESTRESS TRANSFER 0.82 fpy BUT NOT GREATER THANഀ 0.74 fpu.ഀ 3. POST-TENSIONING TENDONS, AT ANCHORAGES AND COUPLERS IMMEDIATELYഀ AFTER TENDON ANCHORAGE 0.70 fpu.ഀ P. RECORDS OF ALL TENDON JACKING FORCES AND ELONGATION SHALL BE SUBMITTEDഀ TO THE STRUCTURAL ENGINEER. ELONGATION MEASUREMENT SHALL BE OBSERVED BYഀ A PARTY INDEPENDENT OF THE COMPANY RESPONSIBLE FOR TENDON ELONGATION.ഀ 9. MASONRYഀ A. ALL MASONRY CONSTRUCTION REQUIRES SPECIAL INSPECTIONS PER CHAPTER 17 OF THEഀ INTERNATIONAL BUILDING CODE.ഀ B. CONCRETE BLOCK UNITS SHALL CONFORM TO ASTM C90, GRADE N. BRICK SHALLഀ FULFILL ASTM C62, C216 OR C652. MORTAR SHALL BE ASTM C270 TYPE S OR M.ഀ C. MASONRY SHALL CONSIST OF CONCRETE BLOCK WITH A MINIMUM COMPRESSIVEഀ STRENGTH OF F'R, OF 1900 PSI BASED ON NET AREA.ഀ D. WALLS SHALL BE REINFORCED HORIZONTALLY AT 16" ON CENTER WITH 9 GAGEഀ MINIMUM LADDER-TYPE REINFORCEMENT MEETING ASTM A82 MASONRY WALLഀ REINFORCEMENT. HORIZONTAL REINFORCING SHALL BE CONTINUOUS AROUNDഀ CORNERS.ഀ E. UNLESS NOTED OTHERWISE, MASONRY WALLS SHALL ALSO BE REINFORCED WITHഀ ONE #5 VERTICALLY AT WALL ENDS, CORNERS, EACH SIDE OF DOOR OR WINDOWഀ OPENINGS AND AT NOT OVER 4'-0" ON CENTER TYPICALLY. REINFORCEMENTഀ SHALL BE FULLY GROUTED IN PLACE. GROUT SHALL DEVELOP 3000 PSI IN 28 DAYS ANDഀ MEET ASTM C476.ഀ F. ALL CMU WALLS REQUIRE A MINIMUM OF 245 IN BOND BEAM ABOVE ALL DOORS ANDഀ WINDOWS, AT FLOOR AND ROOF LINES, AND TOP OF PARAPETS UNLESS OTHERWISEഀ NOTED.ഀ G. REFER TO ARCHITECTURAL DRAWINGS FOR CONSTRUCTION JOINT LOCATIONS.ഀ H. FILL ALL VOIDS AND BLOCK CELLS SOLIDLY WITH ASTM C476 GROUT FOR A DISTANCEഀ OF 24" BENEATH AND A MINIMUM OF 16" EACH SIDE OF ALL BEAM REACTIONS OR OTHERഀ CONCENTRATED LOADS UNLESS NOTED OTHERWISE.ഀ CMU SHALL BE FULLY GROUTED BELOW GRADE.ഀ PROVIDE A THICKENED CONCRETE SLAB UNDER ALL MASONRY PARTITION WALLS. SEEഀ ARCHITECTURAL DRAWINGS FOR LOCATION AND EXTENT OF WALLS AND FORഀ OPENINGS, ALL OF WHICH REQUIRE LINTELS. SEE LOOSE LINTEL SCHEDULE FORഀ FRAMING OVER NON-BEARING OPENINGS IF NOT SHOWN ON STRUCTURAL DRAWINGS.ഀ SEE MECHANICAL DRAWINGS FOR THOSE OPENINGS WHICH REQUIRE LINTELS.ഀ K. ALL MULTIPLE WYTHE MASONRY WALLS SHALL BE GROUTED SOLID BETWEEN EACHഀ WYTHE WITH ASTM C476 GROUT.ഀ L. WHERE MASONRY LINTELS CROSS EXPANSION CONTROL JOINTS IN MASONRY, INSTALLഀ LINTELS SO THAT THE LINTEL MAY SLIDE ON ONE END.ഀ M. PROVIDE MASONRY TIES WHERE MASONRY ABUTS CONCRETE.ഀ 9ഀ 10. STRUCTURAL STEELഀ A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMSഀ WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICHഀ SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATESTഀ EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION.ഀ MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL.ഀ B- ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHTഀ CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTEDഀ OTHERWISE.ഀ C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THEഀ LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION."ഀ D- EXCEPT WHERE DETAILED OTHERISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PERഀ AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC "SIMPLE SHEARഀ CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADSഀ INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN, SELECTഀ CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OFഀ STEEL CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITEഀ MEMBERS. FOR COMPOSITE MEMBERS, CONNECTIONS SHALL SUPPORT 75% OF THEഀ TOTAL CAPACITY FOR EACH BEAM AND SPAN.ഀ SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONALഀ ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEELഀ FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURALഀ DRAWINGS AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS.ഀ E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETYഀ STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1.ഀ F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUSഀ FILLET UNLESS NOTED OTHERWISE.ഀ G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORTഀ SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES).ഀ H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PERഀ LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONEഀ END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FORഀ ELONGATION AND SHORTENING.ഀ 1. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINTഀ DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITHഀ ARCHITECTURAL CONTROL AND EXPANSION JOINTS.ഀ J. PROVIDE ANCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISEഀ NOTED.ഀ K. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALLഀ STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERALഀ LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMSഀ AND DECKS ARE IN PLACE.ഀ STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOPഀ 10ഀ DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONSഀ TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS.ഀ M. UNLESS NOTED OTHERWISE, WHENEVER MASONRY RESTS ON STEEL BEAMS WITHഀ FLANGES NARROWER THAN ACTUAL MASONRY THICKNESS, WELD 1/4" THICKഀ CONTINUOUS PLATE TO BEAM FLANGE. WIDTH OF PLATE TO BE 1/2" NARROWER THANഀ MASONRY THICKNESS.ഀ 11. METAL DECKഀ A. UNLESS NOTED OTHERWISE, DECK SHALL BE SHOP-PAINTED STEEL, SHALL BE OFഀ THE TYPE CALLED FOR ON THE FRAMING PLANS AND SHALL BE TWO SPAN MINIMUM WHEREഀ POSSIBLE.SINGLE SPAN DECK CONDITIONS SHALL BE SHORED. DECK SUPPLIER SHALL VERIFYഀ COMPATIBILITY OF HIS DECK FINISH WITH FIRE PROOFING REQUIREMENTS.ഀ B. DECKING SHALL BE INSTALLED AND ALL OPENINGS IN DECK CUT AND REINFORCED INഀ ACCORDANCE WITH MANUFACTURER'S STANDARD DETAILS AND SPECIFICATIONSഀ EXCEPT AS NOTED OTHERWISE.ഀ C. WELDING REQUIREMENTS SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON DRAWINGS.ഀ 1. ATTACH ROOF DECK TO SUPPORT BEAMS, STEEL JOISTS OR PLATES WITH 5/8"ഀ PUDDLE WELDS AT 6" (7 WELDS PER SHEET MINIMUM).ഀ 2. LONGITUDINAL JOINTS BETWEEN ADJACENT ROOF DECK UNITS (SIDELAPS) SHALLഀ BE SCREWED PER MANUFACTURER RECOMMENDATIONS AT 3 LOCATION PER SPAN.ഀ 3. ATTACH ROOF DECK TO BEAMS OR PLATES PARALLEL TO DECK WITH 5/8"ഀ DIAMETER PUDDLE WELDS AT 12" ON CENTER.ഀ 4. ATTACH FLOOR DECK TO EACH END SUPPORT AT 12 INCHES AND TO EACHഀ INTERMEDIATE SUPPORT AT SIDE LAPS PLUS ONE INTERMEDIATE POINT WITHഀ 5/8" DIAMETER PUDDLE WELD. PROVIDE WELD WASHERS AS REQUIRED.ഀ 5. LONGITUDINAL JOINTS BETWEEN ADJACENT FLOOR DECK UNITS SHALL BEഀ FASTENED TOGETHER AT 36" MAXIMUM SPACING WITH #10 TEK SCREW FASTEN FLOORഀ DECK TO PARALLEL AND PERIMETER BEAMS AT 12"ON CENTER.ഀ 6. HEADED ANCHOR STUDS SHALL BE WELDED DIRECTLY TO STEEL BEAMSഀ THROUGH DECK.ഀ 12. LIGHT GAGE FRAMINGഀ A. LIGHT-GAGE METAL FRAMING SHALL BE THE SIZE AND GAGE SHOWN ON THEഀ DRAWINGS.ഀ B. FRAMING ROLLED FROM STEEL 18 GAGE AND LIGHTER SHALL CONFORM TO ASTM A570,ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 33,000 PSI.ഀ C. FRAMING ROLLED FROM STEEL 16 GAGE AND HEAVIER SHALL CONFORM TO ASTM A570.ഀ LATEST EDITION, WITH A MINIMUM YIELD STRESS OF 50,000 PSI.ഀ D. ALL WORK SHALL CONFORM WITH THE RECOGNIZED STANDARDS AND CODES FORഀ LIGHT GAGE METAL FRAMING.ഀ 13. NON-SHRINK GROUTഀ A. NON-SHRINK GROUT SHALL BE PROVIDED:ഀ 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS.ഀ 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRYഀ SUPPORTS.ഀ 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTHഀ OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE.ഀ 14. WOODഀ A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BYഀ WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDINGഀ CODE AS FOLLOWS:ഀ 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSIഀ 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSIഀ 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSIഀ NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TOഀ ALLOWABLE STRESS INCREASES.ഀ B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS ANDഀ NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLEDIPPED OR BETTER).ഀ C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE.ഀ D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. .ഀ SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERSഀ IS REQUIRED.ഀ E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULEഀ TABLE 2304-9.1 UNLESS NOTED OTHERWISE.ഀ F. LAMINATED BEAMSഀ 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT 12ഀ PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWNഀ ARE NET.ഀ 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCEഀ WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OFഀ STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC.:ഀ 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUSഀ MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS.ഀ MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLYഀ STAMPED ON EACH MEMBER.ഀ 4. RE: ARCH FOR FINISH REQUIREMENTS.ഀ G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD.ഀ 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALLഀ BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOODഀ ASSOCIATION.ഀ 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THEഀ AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OFഀ U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELSഀ WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THEഀ WEATHER SHALL BE OF THE EXTERIOR TYPE.ഀ 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILEDഀ WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONGഀ INTERMEDIATE SUPPORTS.ഀ 4. FOR ROOF USE 5/8" (40/20 SPAN RATING)(UNLESS NOTED OTHERWISE) EXPOSURE Iഀ SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES ANDഀ AT 12" ALONG INTERMEDIATE SUPPORTS.ഀ 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD ORഀ OSB SHEATHING NAILED WITH 8d NAILS AT 6" ON CENTER ALONG PANELഀ 12ഀ EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISEഀ AND REFER TO SHEAR WALL SCHEDULE. ALL PANEL EDGES SHALL BE BLOCKED.ഀ 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAINഀ PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED.ഀ 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE ANDഀ GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS.ഀ H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS ANDഀ SHALL BE "BCI-JOIST" AS MANUFACTURED BY BOISE CASCADE CORPORATION.ഀ ALTERNATES SHALL BE REVIEWED BY THE ENGINEER. TO BE CONSIDERED,ഀ ALTERNATES SHALL HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTIONഀ EQUAL TO OR GREATER THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKINGഀ AND BRIDGING TO BE AS REQUIRED BY THE JOIST MANUFACTURER.ഀ LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESSഀ CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT UPഀ MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS'ഀ RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" ORഀ 5 1/4" WIDE MEMBERS.ഀ 15. NON-STRUCTURAL ELEMENTSഀ A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/ORഀ SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS ANDഀ OTHER STRUCTURAL MOVEMENTS.ഀ B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEETഀ ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THEഀ ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDEREDഀ UNRESTRAINED UNLESS NOTED OTHERWISE.ഀ 16. GENERALഀ A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONSഀ B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL ANDഀ ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS ANDഀ REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY.ഀ C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHERഀ ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONSഀ AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ONഀ ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTORഀ SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OFഀ HIS ITEMS.ഀ D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL,ഀ MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDEDഀ ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLEDഀ BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36.ഀ E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH.ഀ F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETEഀ REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS, WOODഀ 13ഀ JOISTS, AND METAL DECK. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TOഀ WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR.ഀ G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THEഀ ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS.ഀ H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIORഀ WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE.ഀ I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD ANDഀ ARCHITECTURAL DRAWINGS.ഀ J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONSഀ ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER.ഀ K. PRE/MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL HAVE ALLഀ ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND SHALL BE SUBMITTEIഀ FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN T.ഀ STATE OF COLORADO. STAIRS SHALL BE DESIGNED TO SUPPORT ALIVE LOAD OF 100 PSF. SEEഀ ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA.ഀ 14ഀ JOB #5500.02 VAIL'S FRONT DOOR (SKI CLUB)ഀ TABLE OF CONTENTSഀ 1) COMMERCIAL PROJECT INFORMATIONഀ 2) GENERAL NOTESഀ 3) GROUND LEVEL (Gl-G73)ഀ • BEAMS: G1-Gl l (OUTPUT: G24-G73)ഀ • CONNECTIONS: G12-G20 (EMBEDS, BEARING/BASE PLATES)ഀ • COLUMNS G21-G23ഀ 4) MID LEVEL (Ml-M40)ഀ • BEAMS MI-M9 (OUTPUT: M19-M40)ഀ CONNECTIONS: M10-M18 (SHEAR/REINFORCEMENT)ഀ 5) ROOF (R 1-R84)ഀ • BEAMS: R 1-R 10 (OUTPUT: R16-R84)ഀ • COLUMNS: R11-R15ഀ • MISCELLANEOUS CALCULATIONS: R85-R99ഀ 6) ROOF TRUSSES (T1-T17).ഀ • COMPUTER MODELS: T1-T12ഀ • CONNECTIONS: T13-T14 (TYPICAL ROOF BEAM TO TRUSS)ഀ • COLUMNS: T15-T17ഀ 7) LATERAL DESIGN (L1-L10)ഀ • SEISMIC ANALYSIS: L1-L5ഀ • WIND ANALYSIS: L6-L10ഀ MID LEVEL (MI-M40)ഀ ~ aഀ z Q t-d ~ ~'I ~o `Iഀ y wഀ Chlഀ r b !Lഀ E<}ഀ I EI;, al ,,l o J Iഀ I ,II.' ~ ,11,.1' ~ , p ~ Iഀ WI)ഀ ~ ~ ~ 11 t~ • I ~ ~ ~ഀ Iഀ Monroe & Newell JOB V, F' Dq T c vഀ Engineers, inc. SHEET NO. J x f y OF ti l~rsഀ CALCULATED BY DATE Lഀ CHECKED BY DATEഀ PRODUCT 204-1 (Single Sheets 205-1(Padded)ഀ A Monroe & Newellഀ Engineers, Inc.ഀ S;oJ . a~ GIUbഀ JOB_ഀ SHEETNO. ly"i.ഀ CALCULATED BY DATE b S-^ഀ -sഀ CHECKED BYഀ DATEഀ srei Fഀ OF.ഀ Monroe & Nowell JOBഀ Engineers, Inc. SHEET NO.~ OFഀ CALCULATED BY DATE d AS-ഀ CHECKED BY DATEഀ ഀ tioNt, 01 17-77-114 T-1 -T- Ptഀ -T-ഀ ഀ l iഀ _ഀ 3ഀ 9. Zhഀ 1, 1 itsഀ 17ഀ 1-1ഀ 0.ഀ 17 - 1 -1ഀ VIA-ഀ ."A Aഀ . . AW -1ഀ ഀ .ഀ zഀ 4.5 fഀ 2ഀ }ഀ %'z u}ഀ 1 A- v .ഀ -1-1. ov, A JAI,! jq_ 1ഀ vr:ഀ rn -Iഀ V-1 t 1 TV bt--ഀ Gഀ 2ഀ T Aഀ 1 A K A Ad PTഀ I In -1 - 1-ഀ 0-1 TT-ഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED BY DATE-12-1 I.ഀ CHECKED BY DATEഀ SCALEഀ PRODUCT 204-1 (Single Sheets) 205-1 (Padded)ഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO. ' OFഀ CALCULATED DATE L b tഀ t'r-vt':L' 1 L oNT 1 Dഀ CHECKED BY.ഀ DATEഀ 1ഀ + 1ഀ Monroe & Newellഀ Engineers, inc.ഀ PRODUCT 24-1 (Single Sheets) 205 (Padded)ഀ JOB_ 650- ` a 2-ഀ SHEET NO. OFഀ CALCULATED BY DATE Z3 b 3ഀ CHECKED BY.ഀ DATEഀ 5~a0.ഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED BY-L~~ DATE i Z~ L 14S~ഀ CHECKED BY DATEഀ SCALEഀ aഀ Monroe & Newellഀ Engineers, Inc.ഀ JOBഀ SHEET NO. _ഀ CALCULATED BYഀ CHECKED BY_ഀ 55c"V,fഀ fഀ OF _ഀ DATE 1 Z !L Q Cam/ഀ DATEഀ SCALEഀ 1ഀ vc_-ഀ ഀ ഀ 1:ഀ dഀ ഀ y 2ഀ _ഀ t°ഀ ഀ boa-ഀ tfഀ F/ഀ PRODUCT 204-1 (Single Sheets) 205-1 (Padded)ഀ Monroe & Newellഀ Engineers, Inc.ഀ JOBഀ SHEET NO. _ Allഀ OFഀ CALCULATED BY-~t DATE_ഀ CHECKED BYഀ DATEഀ PRODUCT 204-1 (Single Sheets) 205-1(Padded)ഀ rഀ JOBഀ ഀ I kjഀ o e>ഀ SHEETഀ NO.ഀ OFഀ CALCULATED BYഀ -1 -ഀ DATEഀ C3ഀ CHECKED BYഀ DATEഀ SCALEഀ Monroe & Newellഀ Engineers, Inc.ഀ shyഀ 0ഀ JOBഀ SHEET NO. `b OFഀ CALCULATED BY ~ DATE- k ( ~ Z \ 1 0ഀ CHECKED BY DATEഀ SCALEഀ Monroe & Newell JOB S D~'ഀ Engineers, Inc. SHEET NO.ഀ ~ ofഀ CALCULATED BY DATE 11 2-g ` C,ഀ Ste,ഀ CHECKED BYഀ DATE_ഀ SCALEഀ ഀ ഀ Ts -73~ഀ PRODUCT 204-i(Single Sheets) 205-1(Padded)ഀ :ഀ : - _ഀ Monroe & Newellഀ Engineers, Inc.ഀ z.C) -1,ഀ SHEET NO. ~I OFഀ CALCULATED BY DATEഀ CHECKED BYഀ DATEഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # - `ഀ Date: 1:04PM, 11 JAN 06ഀ (c)1962003 ENERCALC Engineering Sokware %,oncreie nectanguiar & Tee Beam Designഀ Description SCHEME A/B, SLAB (ELEVATOR PIT)ഀ uenerai intormation Code Ref: ACI 318-02,1997 LIBC, 2003 IBC, 2003 NFPA 5000ഀ -ഀ Span 6.25 ft f'c 5, , 000 psiഀ Depth 12.000 in Width 12.000 in Fy 60,OOOpsiഀ Concrete Wt. 145.0pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load not acting with Short Termഀ rseinrorcingഀ Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 2 6 9.88 in #1 in #1 inഀ Load ractoringഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ iഀ Dead Load Live Load Short Term Start Endഀ #1 0.010 k k k 0.000 ft 6 9Fin ftഀ concentrated Loadsഀ 4, e~ _ nmഀ Dead Load Live Loadഀ #1 k 11.000 kഀ L Summaryഀ =ഀ =ഀ 625ft, Width= 12.00in Depth = 1ഀ 2.00inഀ uഀ mഀ MMoment : Muഀ 30.28 k-ftഀ Allowable Moment: Mn*phiഀ 36.87 k-ftഀ Maximum Shear: Vuഀ 9.85 kഀ Allowable Shear: Vn*phiഀ 59.12 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000ഀ 1.042ഀ Max. Spacing 4.938ഀ 4.938ഀ Max Vu 9.855ഀ 9.806ഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ @ Center 36.87 k-ftഀ @ Left End 0.00 k-ftഀ @ Right End 0.00 k-ftഀ Shear... Vn*Phiഀ @ Left End 59.12 kഀ @ Right End 59.12 kഀ Maximum Deflectionഀ Max Reaction @ Leftഀ Max Reaction @ Rightഀ 2.083 3.125ഀ 4.938 4.938ഀ 9.578 9.572ഀ Mu, Eq. C-1ഀ 30.28 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vu, Eq. Cഀ 9.85 kഀ 9.85 kഀ 4.167ഀ 4.938ഀ 9.572ഀ Mu, Eq. C-2ഀ 0.79 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vu, Eq. Cഀ 0.38 kഀ 0.37 kഀ Beam Design OKഀ -0.0289 inഀ 5.98 kഀ 5.98 kഀ 5.208 6.250 ftഀ 4.938 4.938 inഀ 9.800 9.849 kഀ Mu, Eq. C-3ഀ 0.68 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vu, Eq. Cഀ 0.32 kഀ 0.32 kഀ uerlectlonഀ uenections...ഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Short Term Locationഀ k 3.125 ftഀ 0.0000 in atഀ 0.0000 in atഀ 0.0000 in atഀ @ Leftഀ 0.484 kഀ 5.984 kഀ 0.484 kഀ zax' Mഀ 6.2500 ftഀ 6.2500 ftഀ 6.2500 ftഀ @ Rightഀ 0.484 kഀ 5.984 kഀ 0.484 kഀ -0.0008 in at 3.1250ftഀ -0.0289 in at 3.1250ftഀ -0.0008 in at 3.1250ftഀ Page 1ഀ calculations.ecw: Calculationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scopeഀ Job# UVIz"ഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, 1-Dec-2003ഀ Concrete Rectangular & Tee Beam Designഀ (c)19833--22003 3 ENE NERCA LC Engineering Software Description SCHEME A/B, SLAB (ELEVATOR PIT) -_Mഀ Evaluate Moment Capacity...ഀ X : Neutral Axisഀ a = beta * Xneutralഀ Compression in Concreteഀ Sum [Steel comp. forces]ഀ Tension in Reinforcingഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ Xmax = Xbal * 0.75ഀ a-max = beta * Xbalഀ Compression in Concreteഀ Sum [Steel Comp Forces]ഀ Total Compressive Forceഀ AS Max = Tot Force / Fyഀ Actual Tension Asഀ Additional Deflection Calcsഀ Centerഀ 1.290 inഀ 1.032 inഀ 52.632 kഀ 0.000 kഀ -52.800 kഀ 5.844 inഀ 4.383 inഀ 4.676 inഀ 178.838 kഀ 0.000 kഀ 178.838 kഀ 2.981 in2ഀ 0.880 OKഀ Left Endഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 inഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 in2ഀ 0.000 OKഀ Right Endഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ .0.0000 inഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 in2ഀ 0.000 OKഀ Neutral Axisഀ [grossഀ 2.745 inഀ Mcr , nഀ 12.73 k-ftഀ (crackedഀ 1,728.00 in4ഀ Ms:Max DL + LLഀ 17.94 k-ftഀ Elastic Modulusഀ 404.62 in4ഀ 4,030.5 ksiഀ R1 = (Ms:DL+LL)/Mcrഀ Ms:Max DL+LL+STഀ 0.709ഀ Fr = 7.5 * f'c^.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mഀ 0.76 k -ftഀ cr 16ഀ 817ഀ Z:Crackingഀ 129.868 k/inഀ Leff Ms(DL+LL)ഀ .ഀ 876.873 in4ഀ Eff. Flange Widthഀ 12.00 inഀ Leff Ms(DL+LL+ST)ഀ 1,728.000 in4ഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factorഀ 0.750ഀ Add'I "1.4" Factor for Seismic 1ഀ 400ഀ ACI C-1 & C-2 LLഀ ACI C-1 & C-2 STഀ 1.700ഀ 7ഀ ACI C-3 Dead Load Factor 0.900ഀ .ഀ Add" l "0.9" Factor for Seismic 0.900ഀ 1.ഀ 00ഀ ACI C-3 Short Term Fഀ actor 1.300ഀ ....seismic = STഀ 1.100ഀ Page 2ഀ :Calculation;ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev:ഀ (01983-2003 ENERഀ Descriptionഀ 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ ineering Softwareഀ SCHEME B, SLAB (FLOOR)ഀ Page 1ഀ calculations. ecw: Calculationsഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Span 15.00 ft f'c 5,000 psiഀ Depth 8.000 in Fy 60,000 psiഀ Width 12.000 in Concrete Wt. 145.0 pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load not acting with Short Termഀ Reinforcingഀ Reber @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 2 6 4.00in #1 in #1 inഀ Load Factorina 'ഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete desiഀ nഀ gഀ .ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Term Start Endഀ #1 O.Of0 k 0.125 k k 0.000 ft 15.000 ftഀ Summaryഀ aഀ _ഀ ; Bഀ Dഀ iഀ eamഀ esഀ gn OKഀ Span = 15.00ft, Width= 12.00in Depth = 8.00inഀ Maximum Moment: Mu 10.18 k-ftഀ Maximum Deflection 0.1853 inഀ Allowable Moment : Mn*phi 13.63 k-ftഀ Maximum Shear: Vu 2.61 k Max Reaction @ Left 1.74 kഀ Allowable Shear: Vn*phi 5.77 k Max Reaction @ Right 1.74 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 2.500 5.000 7.500 10.000 12.500 15.000 ftഀ Max. Spacing Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd inഀ Max Vu 2.605 1.824 0.912 0.890 0.890 1.802 2.583 kഀ Bending & Shear Force Summaryഀ Bending...ഀ Mn*Phiഀ @ Centerഀ 13.63 k-ftഀ @ Left Endഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ Shear...ഀ Vn*Phiഀ @ Left Endഀ 5.77 kഀ @ Right Endഀ 5.77 kഀ Deflectionഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ 10.18 k-ftഀ 3.15 k-ftഀ 2.70 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vu, Eq. C-',ഀ Vu, Eq. C-:ഀ Vu, Eq. C-:ഀ 2.61 kഀ 0.81 kഀ 0.69 kഀ 2.58 kഀ 0.80 kഀ 0.69 kഀ Deflections...ഀ Upwardഀ DL + [Bm Wt]ഀ 0.0000 in atഀ 15.0000 ftഀ DL + LL + [Bm Wt]ഀ 0.0000 in atഀ 15.0000 ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 15.0000 ftഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ @ Leftഀ 0.800 kഀ 1.737 kഀ @ Rightഀ 0.800 kഀ 1.737 kഀ DL + LL + ST + [Bm Wt]ഀ 0.800 kഀ 0.800 kഀ -0.0589 in at 7.5000ftഀ -0.1853 in at 7.5000ftഀ -0.0589 in at 7.5000ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ r: KW-06(ഀ 983-2003ഀ uescnpvonഀ 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ ineering Software Rectangularഀ SCHEME B, SLAB (FLOOR)ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ X : Neutral Axisഀ a = beta ' Xneutralഀ Compression in Concreteഀ Sum [Steel comp. forces]ഀ Tension in Reinforcingഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ Xmax = Xbal ` 0.75ഀ a-max = beta ` Xbalഀ Compression in Concreteഀ Sum [Steel Comp Forces]ഀ Total Compressive Forceഀ AS Max = Tot Force / Fyഀ Actual Tension Asഀ Additional Deflection Calcsഀ Centerഀ 1.290 inഀ 1.032 inഀ 52.632 kഀ 0.000 kഀ -52.800 kഀ 2.367 inഀ 1.776 inഀ 1.894 inഀ 72.441 kഀ 0.000 kഀ 72.441 kഀ 1.207 in2ഀ 0.880 OKഀ Left Endഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 inഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 in2ഀ 0.000 OKഀ Right Endഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.0000 inഀ 0.000 inഀ 0.000 inഀ 0.000 kഀ 0.000 kഀ 0.000 kഀ 0.000 in2ഀ 0.000 OKഀ Neutral Axisഀ Igrossഀ Icrackedഀ Elastic Modulusഀ Fr = 7.5 ` f'c^.5ഀ Z:Crackingഀ Z:cracking > 175 : No Good!ഀ Eff. Flange Widthഀ 1.595 Inഀ 512.00 in4ഀ 52.85 in4ഀ 4,030.5 ksiഀ 530.330 psiഀ 0.000 Winഀ 12.00 inഀ . -11 Uഀ Mcrഀ Ms:Max DL + LLഀ R1 = (Ms:DL+LL)/Mcrഀ Ms:Max DL+LL+STഀ R2 = (Ms:DL+LL+ST)/Mcrഀ Leff... Ms(DL+LL)ഀ I:eff... Ms(DL+LL+ST)ഀ 5.66 k-ftഀ 6.52 k-ftഀ 0.868ഀ 3.00 k-ftഀ 1.886ഀ 353.329 in4ഀ 512.000 in4ഀ ACI C-1 & C-2 DL oഀ 1.400 ACI C-2 Group Factorഀ ACI C-1 & C-2 LLഀ 1.700 ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 STഀ 1.700 ACI C-3 Short Term Factorഀ ....seismic = STഀ 1.100ഀ 0.750 Add"I 1.4" Factor for Seismic 1.400ഀ 0:900 Add"I "0.9" Factor for Seismic 0.900ഀ 1.300ഀ Page 2ഀ calculations.ecw: Calculationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ 1?,-3ഀ Job # M ?,-3ഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, Very-8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B1ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 26.00 ftഀ f'cഀ 5,000 psiഀ Depthഀ 38.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 12.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size d' from Topഀ Count Size 'd' from Topഀ #1 3 10ഀ 35.50inഀ #1 inഀ #1 inഀ #2 3 6ഀ 2.50 inഀ #2 inഀ #2 inഀ Load Factoringഀ ഀ Note. Load factoring supports 2003 IBC and 2003 NFPA 500ഀ by virtue of their references to ACI 318-02 for concrete desiഀ nഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ gഀ .ഀ Uniform Loadsഀ Dead Load Live Load Short Termഀ Start Endഀ #1 1.540 k 1.750 k kഀ 0.000 ft 26ഀ 000 ftഀ Sഀ .ഀ ummaryഀ Beam Design OKഀ Span = 26.00ft, Width= 12.00in Depth = 38.00inഀ Maximum Moment : Mu 487.89 k-ftഀ Maximum Deflectionഀ Allowable Moment: Mn*phi 573.77 k-ftഀ -0.3907 inഀ Maximum Shear: Vu 58.25 k Max Reaction @ Leftഀ 48.74 kഀ Allowable Shear: Vn*phi 96.09 k Max Reaction @ Rightഀ 48.74 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.333 8.667 13.000 17.333ഀ 21.667 26.000 ftഀ Max. Spacing 17.750 17.750 Not Req'd Not Req'd Not Req'dഀ 17.750 17.750 inഀ Max Vu 58.246 50.440 25.220 24.620 24.620ഀ 49.840 57.646 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ @ Center 573.77 k-ftഀ 487.89 k-ftഀ 177.38 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-?ഀ Vu, Eq. C-:ഀ @ Left End 96.09 kഀ 58.25 kഀ 21.18 kഀ @ Right End 96.09 kഀ 57.65 kഀ 20.96 kഀ Deflectionഀ uenecuons...ഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 26.0000 ftഀ 0.0000 in at 26.0000 ftഀ 0.0000 in at 26.0000 ftഀ @ Leftഀ 25.989 kഀ 48.739 kഀ 25.989 kഀ @ Rightഀ 25.989 kഀ 48.739 kഀ 25.989 kഀ Mu, Eq. C-3ഀ 152.04 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vu, Eq. Cഀ 18.15 kഀ 17.96 kഀ -0.1402 in at 13.0000ftഀ -0.3907 in at 13.0000ftഀ -0.1402 in at 13.0000ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job#ഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, Ver5.8-0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw Calculationsഀ Description SCHEME B, 131ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ *ഀ 4.490 inഀ 0.000 inഀ 0ഀ 000 inഀ a = betaഀ Xneutralഀ 3.592 inഀ 0.000 inഀ .ഀ 0ഀ 000 inഀ Compression in Concreteഀ 183.192 kഀ 0.000 kഀ .ഀ 0ഀ 000 kഀ Sum [Steel comp. forces]ഀ 45.288 kഀ 0.000 kഀ .ഀ 0ഀ 000 kഀ Tension in Reinforcingഀ -228.600 kഀ 0.000 kഀ .ഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ Xmax = Xbal * 0.75ഀ 21.010 inഀ 15ഀ 758 inഀ 0.000 inഀ 0.0000 inഀ a-max = beta * Xbalഀ .ഀ 16.808 inഀ 0.000 inഀ 0.000 inഀ 0.000 inഀ 0ഀ 000 inഀ Compression in Concreteഀ 642.912 kഀ 0.000 kഀ .ഀ 0ഀ 000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ .ഀ 0ഀ 000 kഀ Total Compressive Forceഀ 716.502 kഀ 0.000 kഀ .ഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 11.942 in2ഀ 0.000 in2ഀ 0ഀ 000 in2ഀ Actual Tension Asഀ 3.810 OKഀ 0.000 OKഀ .ഀ 0.000 OKഀ Haaittonal Deflection Calcsഀ Neutral Axisഀ 10.180 Inഀ Mcrഀ 127ഀ 63 k-ftഀ Igrossഀ [crackedഀ 54,872.00 in4ഀ Ms:Max DL + LLഀ .ഀ 316.80 k-ftഀ Elastic Modulusഀ 22,354.91 in4ഀ 4,030.5 ksiഀ R1 = (Ms:DL+LL)/Mcrഀ Ms:Max DL+LL+STഀ 0.403ഀ 168ഀ 93 k-ftഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ .ഀ 0ഀ 756ഀ Z:Crackingഀ Z:cracking > 145 : Interior Only !ഀ 145.180 Vinഀ Leff Ms(DL+LL)ഀ Leffഀ Ms(DL+LL+ST)ഀ .ഀ 24,481.205 in4ഀ 36ഀ 379ഀ 2ഀ iഀ Eff. Flange Widthഀ 12.00 inഀ ഀ ,ഀ .ഀ 20ഀ n4ഀ At;I I-actors (per ACI 318-02, applied internally to entered loads)ഀ -zw ._-3ഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factorഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factorഀ ....seismic = ST 1.100ഀ ഀ 0.750 Add'I "1.4.. Factor for Seismic 1.400ഀ 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ 1.300ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Rev: 580009 Page 1ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design calculations.ecw:Calculationsഀ (c)1983.2003 ENERCALC Engineering Software -ഀ Description SCHEME B, B2ഀ General Informationഀ Code Ref: ACI 318-02,1997 LIBC, 2003 iBC, 20u3 rvrrN 5uuuഀ r.ഀ Spanഀ 29.25 ftഀ fcഀ 5,000 psiഀ Depthഀ 60.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 16.000 inഀ Concrete Wt.ഀ 145.0pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 6 10ഀ 57.50inഀ #1 inഀ #1 inഀ #2 6 6ഀ 50 inഀ 2ഀ #2 inഀ #2 inഀ .ഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Loadഀ Short Termഀ Start Endഀ #1 1.265 k 1.440 kഀ kഀ 0.000 ft 29.250 ftഀ #2 3.000 k kഀ kഀ 12.000 ft 22.500 ftഀ #3 2.380 k kഀ kഀ 12.000 ft 22.500 ftഀ Concentrated Loadsഀ Dead Loadഀ Live Loadഀ Short Termഀ Locationഀ #1 15.200 kഀ 5.500 kഀ kഀ 12.000 ftഀ #2 15.200 kഀ 5.500 kഀ kഀ 22.500 ftഀ Summaryഀ Beam Design OKഀ Span = 29.25ft, Width= 16.00in Depth = 60.00inഀ Maximum Moment : Mu 1,333.60 k-ftഀ Maximum Deflectionഀ 0.2469 inഀ Allowable Moment : Mn*phi 1,883.51 k-ftഀ Maximum Shear : Vu 137.53 kഀ Max Reaction @ Leftഀ 93.86 kഀ Allowable Shear : Vn*phi 164.35 kഀ Max Reaction @ Rightഀ 111.43 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.875ഀ 9.750ഀ 14.625 19.500ഀ 24.375 29.250 ftഀ Spacing 24.000 24.000ഀ Maxഀ 24.000ഀ 24.000 24.000ഀ 24.000 24.000 inഀ .ഀ Max Vu 112.995 112.343ഀ 84.960ഀ 55.685 55.685ഀ 136.881 137.533 kഀ Bending & Shear Force Summaryഀ Bending...ഀ @ Centerഀ @ Left Endഀ @ Right Endഀ Shear...ഀ @ Left Endഀ @ Right Endഀ Mn*Phiഀ 1,883.51 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Vn*Phiഀ 164.35 kഀ 164.35 kഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Mu, Eq. C-1 _ഀ 1,333.60 k-ftഀ 0.00 k-ftഀ -0.00 k-ftഀ Vu, Eq. C-'ഀ 112.99 kഀ 137.53 kഀ Mu, Eq. C-3ഀ 633.77 k-ftഀ 0.00 k-ftഀ -0.00 k-ftഀ Vu, Eq. Cഀ 52.06 kഀ 65.86 kഀ Mu, Eq C-2ഀ 739.40 k-ftഀ 0.00 k-ftഀ -0.00 k-ftഀ Vu, Eq. C-;ഀ 60.73 kഀ 76.83 kഀ Deflectionഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ -;Mഀ 0.0000 in atഀ 0.0000 in atഀ 0.0000 in atഀ @ Leftഀ 68.285 kഀ 93.858 kഀ 68.285 kഀ 29.2500 ft -0.1657 in at 14.9760ftഀ 29.2500 ft -0.2469 in at 14.8590ftഀ 29.2500 ft -0.1657 in at 14.9760ftഀ @ Rightഀ 83.881 kഀ 111.428 kഀ 83.881 kഀ Title : Job # M Z vഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev: 580009 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B2ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 6.115 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 4.892 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 332.656 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 124.560 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 1,388.449 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 1,535.629 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 25.594 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 15.915 inഀ Mcrഀ 424.26 k-ftഀ Igrossഀ 288,000.00 in4ഀ Ms:Max DL + LLഀ 908.48 k-ftഀ Icrackedഀ 119,730.13 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.467ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 703.57 k-ftഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.603.ഀ Z:Crackingഀ 110.721 Winഀ I:eff Ms(DL+LL)ഀ 136868.612 in4ഀ I:eff... Ms(DL+LL+ST)ഀ 156626.640 in4ഀ Eff. Flange Widthഀ 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ L_R. r ..mac - - - . - - P- - _ I-;L:M - _ -IC- ' z ;i -ഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 ST 1.700 , ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * : 1.100ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description SCHEME B, B3ഀ Page 1ഀ calculations. ecw: Calculationsഀ General Informationഀ Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Span 29.25 ftഀ f'c 5,000 psiഀ Depth 60.000 inഀ Fy 60,000 psiഀ Width 24.000 inഀ Concrete Wt. 145.0pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam... Rebar @ Right End of Beam...ഀ Count Size 'd' from Topഀ Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 57.50inഀ #1 in #1 inഀ #2 6 6 2.50 inഀ #2 in #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Term Start Endഀ #2 3.000 kഀ k k '12.000 ft 22.500 ftഀ #3 2.380 kഀ k k 12.000 ft 22.500 ftഀ Trapezoidal Loadsഀ #1 DL @ Left 0.605 k/ftഀ LL @ Left 0.690 k/ft ST @ Left k/ft Start 0.000 ftഀ DL @ Right 1.295 k/ftഀ LL @ Right 1.470 k/ft ST @ Righi k/ft End 29.250 ftഀ Concentrated Loadsഀ #1ഀ #2ഀ Dead Loadഀ 15.200 kഀ 15.200 kഀ Live Loadഀ 5.500 kഀ 5.500 kഀ Short Termഀ kഀ kഀ Locationഀ 12.000 ftഀ 22.500 ftഀ Summaryഀ Beam Design OKഀ Span = 29.25ft, Width= 24.00in Depthഀ = 60.00inഀ Maximum Moment : Muഀ 1,295.28 k-ftഀ Mഀ aximum Deflectionഀ -0.1378 inഀ Allowable Moment: Mn*phiഀ 1,901.71 k-ftഀ Maximum Shear : Vuഀ 134.83 kഀ Max Reaction @ Leftഀ 87.47 kഀ Allowable Shear: Vn*ഀ phiഀ 224.54 kഀ Max Reaction @ Rightഀ 112.21 kഀ Shear Stirrups...ഀ Stirrup Area @ Sectionഀ 0.440ഀ in2ഀ Regionഀ 0.000ഀ 4.875ഀ 9.750ഀ 14.625 19.500ഀ 24.375 29.250 ftഀ Max. Spacingഀ 22.000ഀ 22.000ഀ 22.000ഀ 22.000 Not Req'dഀ 22.000 22.000 inഀ Max Vuഀ 108.170ഀ 107.653ഀ 84.958ഀ 51.988 51.988ഀ 134.128 134.825 kഀ ding & Shear Force Summaryഀ _ഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Centerഀ 1,901.71 k-ftഀ 1,295.28 k-ftഀ 759.00 k-ftഀ 650.57 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-?ഀ Vu, Eq. C-:ഀ Vu, Eq. C-;ഀ @ Left Endഀ 224.54 kഀ 108.17 kഀ 62.15 kഀ 53.27 kഀ @ Right Endഀ 224.54 kഀ 134.83 kഀ 78.88 kഀ 67.62 kഀ Title : Job # li~Sഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scopeഀ Rev: 580009 Pa e 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design gഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B3ഀ Deflectionഀ Deflections...ഀ Upwardഀ Downwardഀ DL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.0793 in at 14.9760ftഀ DL + LL + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.1378 in at 14.8590ftഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in atഀ 29.2500 ftഀ -0.0793 in at 14.9760ftഀ Reactions...ഀ @ Leftഀ @ Rightഀ DL + [Bm Wt]]ഀ 69.065 kഀ 88.025 kഀ DL + LL + [Bm Wt]ഀ 87.472 kഀ 112.208 kഀ DL + LL + ST + [Bm Wt]ഀ 69.065 kഀ 88.025 kഀ [ection Analysisഀ Evaluate Moment Capacity...ഀ Center zഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta ` Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 366.384 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp, forces]ഀ 90.576 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 34.031 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal ` 0.75ഀ 25.523 inഀ 0.000 inഀ 0.000 inഀ a-max = beta " Xbalഀ 27.224 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,082.673 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 147.180 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 2,229.853 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 37.164 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ w~ഀ Neutral Axisഀ 13.545 inഀ Mcrഀ 636.40 k-ftഀ Igrossഀ 432,000.00 in4ഀ Ms:Max DL + LLഀ 889.04 k-ftഀ Icracked .ഀ 128,125.47 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.716ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms: Max DL+LL+STഀ 722.28 k-ftഀ Fr = 7.5 * f'cA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.881ഀ Z:Crackingഀ 117.344 k/inഀ Leff Ms(DL+LL)ഀ 239584.972 in4ഀ I:eff Ms(DL+LL+ST)ഀ 335976.977 in4ഀ Elf. Flange Width 24.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factorഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 STഀ 1.700ഀ ACI C-3 Short Term Factorഀ ....seismic = ST' :ഀ 1.100ഀ 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ 1.300ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Me` oa~c~aഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B4ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 23.75 ftഀ f'cഀ 5,000 psiഀ Depthഀ 38.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 12.000 inഀ Concrete Veit.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ 'Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam:..ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 3 10ഀ 35.50 inഀ #1 inഀ #1 inഀ #2 3 6ഀ 2.50 inഀ #2 inഀ #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Loadഀ Short Termഀ Start Endഀ k 1.470 kഀ #1 1.290ഀ kഀ 0.000 ft 23.750 ftഀ 'ഀ L -ഀ Summaryഀ Beam Design OKഀ Span = 23.75ft, Width= 12.00in Depth = 38.00inഀ Maximum Moment: Mu 348.86 k-ftഀ Maximum Deflectionഀ -0.2032 inഀ Allowable Moment : Mn*phi 573.77 k-ftഀ Maximum Shear: Vu 44.18 kഀ Max Reaction @ Leftഀ 38.23 kഀ Allowable Shear: Vn*phi 96.09 kഀ Max Reaction @ Rightഀ 38.23 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 3.958ഀ 7.917 11.875 15.833ഀ 19.792 23.750 ftഀ Max. Spacing 17.750 17.750ഀ Not Req'd Not Req'd Not Req'dഀ 17.750 17.750 inഀ Max Vu 44.184 39.484ഀ 19.742 19.272 19.272ഀ 39.014 43.714 kഀ Bending & Shear Force Suഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Centerഀ 573.77 k-ftഀ 348.86 k-ftഀ 129.50 k-ftഀ 111.00 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-'ഀ Vu, Eq. C-:ഀ Vu, Eq. Cഀ @ Left Endഀ 96.09 kഀ 44.18 kഀ 16.40 kഀ 14.061,ഀ @ Right Endഀ 96.09 kഀ 43.71 kഀ 16.23 kഀ 13.91 kഀ Deflectionഀ Deflections...ഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 23.7500 ftഀ 0.0000 in at 23.7500 ftഀ 0.0000 in at 23.7500 Itഀ @ Leftഀ 20.771 kഀ 38.228 kഀ 20.771 kഀ @ Rightഀ 20.771 kഀ 38.228 kഀ 20.771 kഀ -0.0566 in at 11.8750ftഀ -0.2032 in at 11.8750ftഀ -0.0566 in at 11.8750ftഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ /-A 17ഀ bഀ Rev: 580009 Page 2ഀ User: KW0106238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations. ecw:Calculationsഀ Description SCHEME B, B4ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutraiഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 183.192 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 45.288 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -228.600 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 21.010 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 15.758 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 16.808 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 642.912 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 716.502 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 11.942 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 3.810 OK 'ഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 10.180 inഀ Mcrഀ 127.63 k-ftഀ ]grossഀ 54,872.00 in4ഀ Ms:Max DL + LLഀ 226.98 k-ftഀ Icrackedഀ 22,354.91 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.562ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 123.33 k-ftഀ Fr = 7.5 * f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 1.035ഀ Z:Crackingഀ 104.015 k/inഀ I:eff... Ms(DL+LL)ഀ 28,136.621 in4ഀ I:eff... Ms(DL+LL+ST)ഀ 54,872.000 in4ഀ Eff. Flange Width 12.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factorഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factorഀ ....seismic = ST 1.100ഀ 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ 1.300ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ nev. oo~vvaഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B5ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Span 28.00 ft Vc 5,000 psiഀ Depth 30.000 in Fy 60,000 psiഀ Width 16.000 in Concrete Wt. 145.0pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ Right End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 27.50in #1 in #1 inഀ #2 3 6 2.50 in #2 in #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Loadഀ Short Termഀ Startഀ Endഀ #1 1 _)k 1.875 kഀ kഀ 0.000 ftഀ 28.000 ftഀ Summaryഀ Beam Design OKഀ Span = 28.00ft, Width= 16.00in Depth = 30.00inഀ Maximum Moment : Mu 605.07 k-ftഀ Maximum Deflectionഀ -0.6009 inഀ Allowable Moment: Mn*phi 841.69 k-ftഀ Maximum Shear: Vu 72.61 kഀ Max Reaction @ Leftഀ 56.12 kഀ Allowable Shear: Vn*phi 97.77 kഀ Max Reaction @ Rightഀ 56.12 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 4.667ഀ 9.333 14.000 18.667ഀ 23.333ഀ 28.000 ftഀ Max. Spacing 13.750 13.750ഀ 13.750 13.750 13.750ഀ 13.750ഀ 13.750 inഀ Max Vu 72.608 58.087ഀ 29.043 28.352 28.352ഀ 57.395ഀ 71.917 kഀ Bending & Shear Force Summaryഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Centerഀ 841.69 k-ftഀ 605.07 k-ftഀ 219.52 k-ftഀ 188.16 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-'ഀ Vu, Eq. C :ഀ Vu, Eq. C-;ഀ @ Left Endഀ 97.77 kഀ 72.61 kഀ 26.34 kഀ 22.58 kഀ @ Right Endഀ 97.77 kഀ 71.92 kഀ 26.09 kഀ 22.36 kഀ Deflectionഀ Deflections...ഀ UIഀ DL + [Bm Wt]ഀ 0.0000 inഀ DL + LL + [Bm Wt]ഀ 0.0000 inഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 inഀ Reactions...ഀ @ Leftഀ DL + [Bm Wt]]ഀ 29.867 kഀ DL + LL + [Bm Wt]ഀ 56.117 kഀ DL + LL + ST + [Bm Wt]ഀ 29.867 kഀ card y Downwardഀ at 28.0000 ft -0.3004 in at 14.0000ftഀ at 28.0000 ft -0.6009 in at 14.0000ftഀ at 28.0000 ft -0.3004 in at 14.0000ftഀ @ Rightഀ 29.867 kഀ 56.117 kഀ 29.867 kഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Scopeഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B5ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 7.135 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 5.708 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 388.144 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 68.992 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 16.276 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 12.207 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 13.020 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 664.041 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 737.631 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 12.294 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 10.390 inഀ Mcrഀ 106.07 k-ftഀ Igrossഀ 36,000.00 in4ഀ Ms:Max DL + LLഀ 392.82 k-ftഀ Icrackedഀ 22,623.90 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.270ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 209.07 k-ftഀ Fr = 7.5 * f'c^.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.507•ഀ Z:Crackingഀ 116.357 k/inഀ Leff... Ms(DL+LL)ഀ 22,887.221 in4ഀ I:eff... Ms(DL+LL+ST)ഀ 24,370.541 in4ഀ Eff. Flange Widthഀ 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factor 0.750 Add "I 1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 STഀ 1.700,ഀ ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST * :ഀ 1.100ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ / &~lഀ Rev: 580009ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculations eഀ Description SCHEME B, B6ഀ General Information Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Span 28.00 ft f'c 5,000 psiഀ Depth 30.000 in Fy 60,000 psiഀ Width 16.000 in Concrete Wt. 145.0 pcfഀ Seismic Zone 0ഀ End Fixity Pinned-Pinnedഀ Beam Weight Added Internally Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam... Rebar @ Left End of Beam... Rebar @ laight End of Beam...ഀ Count Size 'd' from Top Count Size 'd' from Top Count Size 'd' from Topഀ #1 6 10 27.50in #1 in #1 inഀ #2 3 6 2.50 in #2 in #2 inഀ Note: Load factoring supports 2003 IBC; and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Trapezoidal Loadsഀ #1 DL @ Left 0.825 k/ft LL @ Left 0.940 k/ft ST @ Left k/ft Start 0.000 ftഀ DL @ Right 1.540 k/ft LL @ Right 1.750 k/ft ST @ Right k/ft End 28.000 ftഀ Summaryഀ Span = 28.00ft, Width= 16.00in Deptഀ h = 30.00inഀ Maximum Moment : Muഀ 453.45 k-ftഀ Allowable Moment: Mn*phiഀ 841.69 k-ftഀ Maximum Shear : Vuഀ 56.79 kഀ Allowable Shear : Vn*phiഀ 97.77 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440ഀ in2ഀ Region 0.000ഀ 4.667ഀ Max. Spacing 13.750ഀ 13.750ഀ Max Vu 51.217ഀ 42.468ഀ Maximum Deflectionഀ Max Reaction @ Leftഀ Max Reaction @ Rightഀ 9.333 14.000 18.667ഀ Not Req'd Not Req'd Not Req'dഀ 23.561 19.330 19.330ഀ Beam Design OKഀ -0.4445 inഀ 38.59 kഀ 45.71 kഀ 23.333 28.000 ftഀ 13.750 13.750 inഀ 43.830 56.785 kഀ Bending & Shear Forceഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ @ Centerഀ 841.69 k-ftഀ 453.45 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ -0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-'ഀ @ Left Endഀ 97.77 kഀ 51.22 kഀ @ Right Endഀ 97.77 kഀ 56.79 kഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ 171.63 k-ftഀ 147.11 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Vu, Eq. C-:ഀ Vu, Eq. Cഀ 19.59 kഀ 16.79 kഀ 21.32 kഀ 18.27 kഀ Deflectionഀ Deflections...ഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Uowaraഀ 0.0000 in at 28.0000 Itഀ 0.0000 in at 28.0000 ftഀ 0.0000 in at 28.0000 ftഀ @ Left @ Rightഀ 21.653 k 24.990 kഀ 38.593 k 45.710 kഀ 21.653 k 24.990 kഀ -0.2175 in at 14.1120ftഀ -0.4445 in at 14.1120ftഀ -0.2174 in at 14.1120ftഀ Title : Job # /A31ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ HeV: bBU00V Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B6ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 7.135 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 5.708 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 388.144 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 68.992 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 16.276 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 12.207 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 13.020 inഀ 0.000 iriഀ 0.000 inഀ Compression in Concreteഀ 664.041 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 737.631 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 12.294 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 10.390 inഀ Mcrഀ 106.07 k-ftഀ (grossഀ 36,000.00 in4ഀ Ms:Max DL + LLഀ 295.56 k-ftഀ Icrackedഀ 22,623.90 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.359ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 163.27 k-ftഀ Fr = 7.5 * f'cA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.650ഀ Z:Crackingഀ 87.549 k/inഀ Leff Ms(DL+LL)ഀ 23,242.065 in4ഀ Leff Ms(DL+LL+ST) "ഀ 26,290.902 in4ഀ Eff. Flange Width 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factorഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factorഀ ACI C-1 & C-2 STഀ 1.700ഀ ACI C-3 Short Term Factorഀ ....seismic = STഀ 1.100ഀ 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ 1.300;ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ M~~ഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B7 SKEWEDഀ General Informationഀ Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 49.00 ftഀ VCഀ 5,000 psiഀ Depthഀ 60.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 48.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebarഀ @ Left End of Beam... 'ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ V from Topഀ Count Size V from Topഀ Count Size V from Topഀ #1 12 10ഀ 57.30inഀ #1ഀ inഀ #1 inഀ #2 12 10ഀ 55.75 inഀ #2ഀ inഀ #2 inഀ 43 12 10ഀ 54.1 Oinഀ #3ഀ inഀ #3 inഀ #4 10 10ഀ 2.50inഀ #4ഀ inഀ #4 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Concentrated Loadsഀ Dead Load Live Load Short Term Locationഀ #1ഀ 59.000 kഀ 26.ഀ 000 kഀ kഀ 7.000 ftഀ #2ഀ 27.200 kഀ 22.ഀ 800 kഀ kഀ 12.000 ftഀ #3ഀ 59.800 kഀ 55.ഀ 200 kഀ kഀ 24.000 ftഀ #4ഀ 49.300 kഀ 45.ഀ 700 kഀ kഀ 38.000 ftഀ #5ഀ 175.000 kഀ 95.ഀ 000 kഀ kഀ 28.000 ftഀ Summaryഀ Span = 49.00ft, Width= 48.00in Depth = 60.00inഀ Maximum Moment : Muഀ 9,586.27 k-ftഀ Allowable Moment: Mn*phiഀ 10,521.31 k-ftഀ Maximum Shear : Vuഀ 549.54 kഀ Allowable Shear : Vn*phiഀ 550.30 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.44ഀ 0 in2ഀ Region 0.000ഀ 8.167ഀ Max. Spacing 6.003ഀ 11.000ഀ Max Vu 544.821ഀ 404.493ഀ Maximum Deflectionഀ Max Reaction @ Leftഀ Max Reaction @ Rightഀ 16.333 24.500 32.667ഀ 11.000 11.000 11.000ഀ 294.231 294.231 355.877ഀ -1.0811 inഀ 377.38 kഀ 379.72 kഀ 40.833 49.000 ftഀ 6.260 5.874 inഀ 536.009 549.537 kഀ Bending & Shear Force Summaryഀ Bending...ഀ Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Centerഀ 10,521.31 k-ftഀ 9,586.27 k-ftഀ 4,399.96 k-ftഀ 3,771.39 k-ftഀ @ Left Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right Endഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Shear...ഀ Vn*Phiഀ Vu, Eq. C-'ഀ Vu, Eq. C :ഀ Vu, Eq. C-<ഀ @ Left Endഀ 545.57 kഀ 544.82 kഀ 257.35 kഀ 220.59 kഀ @ Right Endഀ 550.30 kഀ 549.54 kഀ 251.42 kഀ 215.51 kഀ Deflectionഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 49.0000 ftഀ 0.0000 in at 49.0000 ftഀ 0.0000 in at 49.0000 ftഀ @ Leftഀ 258.738 kഀ 377.377 kഀ 258.738 kഀ @ Rightഀ 253.662 kഀ 379.723 kഀ 253.662 kഀ Beam Design OKഀ -0.7061 in at 24.8920ftഀ -1.0811 in at 24.8920ftഀ -0.7062 in at 24.8920ftഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ /A'~Lഀ Rev: 580009 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Designഀ (c) 1983-2003 ENERCALC Engineering Software calculations.emCalculationsഀ Description SCHEME B, B7 SKEWEDഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 12.470 inഀ 0.000 inഀ 0.000 inഀ a = beta ' Xneutralഀ 9.976 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 2,035.104 kഀ 0.000 kഀ 0.000 kഀ Sum (Steel comp. forces]ഀ 708.025 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -2,743.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 33.912 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal ' 0.75ഀ 25.434 inഀ 0.000 inഀ 0.000 inഀ a-max = beta ' Xbalഀ 27.130 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 4,150.859 kഀ 0.000 kഀ 0.000 kഀ Sum (Steel Comp Forces]ഀ 708.025 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 4,858.884 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 80.981 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 45.720 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 20.400 inഀ Mcrഀ 1,272.79 k-ftഀ Igrossഀ 864,000.00 in4ഀ Ms:Max DL + LLഀ 6,358.43 k-ftഀ [crackedഀ 575,976.81 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.200ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 4,187.02 k-ftഀ Fr = 7.5 ' f'CA.Sഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.304ഀ Z:Crackingഀ 172.831 k/inഀ Leff Ms(DL+LL)ഀ 578287.010 in4ഀ Z:cracking > 145 : Interior Only!ഀ Leff Ms(DL+LL+ST)ഀ 584067.486 in4ഀ Eff. Flange Widthഀ 48.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST' : 1.100ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ /wl lഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 1ഀ (01983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B8ഀ General Informationഀ Code Ref: ACI 318-02,1997 LIBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 10.00 ftഀ Ycഀ 5,000 psiഀ Depthഀ 24.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 12.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar'@ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 3 10ഀ 21.50inഀ #1 inഀ #1 inഀ #2 3 6ഀ 2.50 inഀ #2 inഀ #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ ,ഀ Dead Load Live Loadഀ Short Termഀ Start Endഀ #1 4.800 k 0.345 kഀ kഀ 0.000 ft 10.000 ft 'ഀ Summaryഀ Beam Design OKഀ Span = 10.00ft, Width= 12.00in Depth = 24.00inഀ Maximum Moment : Mu 96.41 k-ftഀ Maximum Deflectionഀ -0.0302 inഀ Allowable Moment: Mn*phi 333.80 k-ftഀ Maximum Shear : Vu 24.99 kഀ Max Reaction @ Leftഀ 27.17 kഀ Allowable Shear: Vn*phi 75.89 kഀ Max Reaction @ Rightഀ 27.17 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440 in2ഀ Region 0.000 1.667ഀ 3.333 5.000 6.667ഀ 8.333 10.000 ftഀ Max. Spacing 10.750 10.750ഀ Not Req'd Not Req'd Not Req'dഀ 10.750 10.750 inഀ Max Vu 24.988 24.988ഀ 12.957 12.648 12.648ഀ 24.680 24.680 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Center 333.80 k-ftഀ 96.41 k-ftഀ 66.81 k-ftഀ 57.26 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-'ഀ Vu, Eq. C-,'ഀ Vu, Eq. C-<ഀ @ Left End 75.89 kഀ 24.99 kഀ 117.32 kഀ 14.84 kഀ @ Right End 75.89 kഀ 24.68 kഀ 17.10 kഀ 14.66 kഀ Deflectionഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 0.0000 ftഀ 0.0000 in at 0.0000 ftഀ 0.0000 in at 0.0000 ftഀ @ Leftഀ 25.450 kഀ 27.175 kഀ 25.450 kഀ @ Rightഀ 25.450 kഀ 27.175 kഀ 25.450 kഀ -0.0267 in at 5.0000ftഀ -0.0302 in at S.OOOOftഀ -0.0267 in at 5.0000ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job # nm 3ഀ Date: 1:04PM, 11 JAN 06 / 7ഀ Scope:ഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description SCHEME B, B8ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 4.490 inഀ 0.000 inഀ 0.000 inഀ a = beta' Xneutralഀ 3.592 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 183.192 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 45.288 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -228.600 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 12.724 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal ' 0.75ഀ 9.543 inഀ 0.000 inഀ 0.000 inഀ a-max = beta ` Xbalഀ 10.180 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 389.369 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 462.959 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 7.716 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 3.810 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 7.495 inഀ Mcrഀ 50.91 k-ftഀ Igrossഀ 13,824.00 in4ഀ Ms:Max DL + LLഀ 67.94 k-ftഀ Icrackedഀ 7,297.96 in4ഀ R1 =(Ms:DL+LL)/Mcrഀ 0.749ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 63.62 k-ftഀ Fr = 7.5 ` f'CA.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Mcrഀ 0.800ഀ Z:Crackingഀ 56.287 k/inഀ I:eff... Ms(DL+LL)ഀ 10,044.424 in4ഀ Leff Ms(DL+LL+ST)ഀ 10,641.598 in4ഀ Eff. Flange Widthഀ 12.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I 1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add" l "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300ഀ ....seismic = ST ' : 1.100ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job # A5~ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580009ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Concrete Rectangular &Tee Beam Design Page 1ഀ M1983-2003 ENERCALC Emineerinq Software calculations.ecw:Calculationsഀ Description SCHEME B, B9ഀ General Informationഀ Scope :ഀ Code Ref: ACI 318-02,1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Spanഀ 15.50 ftഀ f'cഀ 5,000 psiഀ Depthഀ 24.000 inഀ Fyഀ 60,000 psiഀ Widthഀ 16.000 inഀ Concrete Wt.ഀ 145.0 pcfഀ Seismic Zoneഀ 0ഀ End Fixityഀ Pinned-Pinnedഀ Beam Weight Added Internallyഀ Live Load not acting with Short Termഀ Reinforcingഀ Rebar @ Center of Beam...ഀ Rebar @ Left End of Beam...ഀ Rebar @ Right End of Beam...ഀ Count Sizeഀ 'd' from Topഀ Count Size 'd' from Topഀ Count Size 'd' from Topഀ #1 6 10ഀ 21.50inഀ #1 inഀ #1 inഀ #2 3 6ഀ 2.50 inഀ #2 inഀ #2 inഀ Load Factoringഀ Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.ഀ Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2ഀ Uniform Loadsഀ Dead Load Live Load Short Term Start Endഀ #1 4.500 k k k 6:000 ft_ 15.500 ftഀ Concentrated Loadsഀ Dead Load Live Load Short Term Locationഀ #1 25.500 k 1.700 kഀ #2 34.200 k 30.800 kഀ Maximum Deflectionഀ Beam Design OKഀ Span = 15.50ft, Width= 16.00in Depth = 24.00inഀ Maximum Moment : Muഀ 425.02 k-ftഀ Allowable Moment : Mn*phiഀ 635.97 k-ftഀ Maximum Shear : Vuഀ 129.18 kഀ Allowable Shear : Vn*phiഀ 131.11 kഀ Shear Stirrups...ഀ Stirrup Area @ Section 0.440ഀ in2ഀ Region 0.000ഀ 2.583 5.167ഀ Max. Spacing 10.750ഀ 10.750 10.750ഀ Max Vu 64.650ഀ 64.214 62.804ഀ k 6.000 ftഀ k 12.500 ftഀ Max Reaction @ Leftഀ Max Reaction @ Rightഀ 7.750 10.333ഀ 10.750 Not Req'dഀ 10.970 10.970ഀ -0.2434 inഀ 45.35 kഀ 95.59 kഀ 12.917 15.500 ftഀ 5.375 5.375 inഀ 123.666 129.180 kഀ Bending & Shear Force Summaryഀ Bending... Mn*Phiഀ Mu, Eq. C-1ഀ Mu, Eq. C-2ഀ Mu, Eq. C-3ഀ @ Center 635.97 k-ftഀ 425.02 k-ftഀ 246.17 k-ftഀ 211.00 k-ftഀ @ Left End 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Right End 0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ -0.00 k-ftഀ Shear... Vn*Phiഀ Vu, Eq. C-'ഀ Vu, Eq. C-:ഀ Vu, Eq. Cഀ @ Left End 86.23 kഀ 64.65 kഀ 39.56 kഀ 33.91 kഀ @ Right End 131.11 kഀ 129.18 kഀ 64.38 kഀ 55.18 kഀ Deflectionഀ DL + [Bm Wt]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ Reactions...ഀ DL + [Bm Wt]]ഀ DL + LL + [Bm Wt]ഀ DL + LL + ST + [Bm Wt]ഀ 0.0000 in at 15.5000 ftഀ 0.0000 in at 15.5000 ftഀ 0.0000 in at 15.5000 ftഀ @ Leftഀ 38.346 kഀ 45.349 kഀ 38.346 kഀ @ Rightഀ 70.097 kഀ 95.594 kഀ 70.097 kഀ -0.1943 in at 7.9980ftഀ -0.2434 in at 8.1220ftഀ -0.1943 in at 7.9980ftഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev: 580009ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Concrete Rectangular & Tee Beam Design Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations. ecw:Calculationsഀ Description SCHEME B, B9ഀ Section Analysisഀ Evaluate Moment Capacity...ഀ Centerഀ Left Endഀ Right Endഀ X : Neutral Axisഀ 7.135 inഀ 0.000 inഀ 0.000 inഀ a = beta * Xneutralഀ 5.708 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 388.144 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel comp. forces]ഀ 68.992 kഀ 0.000 kഀ 0.000 kഀ Tension in Reinforcingഀ -457.200 kഀ 0.000 kഀ 0.000 kഀ Find Max As for Ductile Failure...ഀ X-Balancedഀ 12.724 inഀ 0.000 inഀ 0.0000 inഀ Xmax = Xbal * 0.75ഀ 9.543 inഀ 0.000 inഀ 0.000 inഀ a-max = beta * Xbalഀ 10.180 inഀ 0.000 inഀ 0.000 inഀ Compression in Concreteഀ 519.159 kഀ 0.000 kഀ 0.000 kഀ Sum [Steel Comp Forces]ഀ 73.590 kഀ 0.000 kഀ 0.000 kഀ Total Compressive Forceഀ 592.749 kഀ 0.000 kഀ 0.000 kഀ AS Max = Tot Force / Fyഀ 9.879 in2ഀ 0.000 in2ഀ 0.000 in2ഀ Actual Tension Asഀ 7.620 OKഀ 0.000 OKഀ 0.000 OKഀ Additional Deflection Calcsഀ Neutral Axisഀ 8.885 inഀ Mcrഀ 67.88 k-ftഀ [grossഀ 18,432.00 in4ഀ Ms:Max DL + LLഀ 290.71 k-ftഀ Icrackedഀ 12,853.10 in4ഀ R1 = (Ms:DL+LL)/Mcrഀ 0.234ഀ Elastic Modulusഀ 4,030.5 ksiഀ Ms:Max DL+LL+STഀ 234.28 k-ftഀ Fr = 7.5 * fc^.5ഀ 530.330 psiഀ R2 = (Ms:DL+LL+ST)/Nlcrഀ 0.290ഀ Z:Crackingഀ 116.796 k/inഀ I:eff... Ms(DL+LL)ഀ 12,924.126 in4ഀ 1:eff... Ms(DL+LL+ST)ഀ 12,988.812 in4ഀ Eff. Flange Width 16.00 inഀ ACI Factors (per ACI 318-02, applied internally to entered loads)ഀ ACI C-1 & C-2 DLഀ 1.400ഀ ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400ഀ ACI C-1 & C-2 LLഀ 1.700ഀ ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900ഀ ACI C-1 & C-2 .STഀ 1.700ഀ ACI C-3 Short Term Factor 1.300 ,ഀ ....seismic = ST * :ഀ 1.100ഀ GROUND LEVEL (G1-G73)ഀ 1 F t , ~a Iഀ 1 = c1ഀ ~'o oഀ CIAഀ ic' ~Iഀ fy~~ ~ yഀ ~ ~ V, .g 11 OM's ~~'I. ~1 , 1' 1~ o~••ഀ . -ajഀ aiftഀ ,ഀ xഀ 1 Q cഀ CIA 0ഀ elmഀ ഀ 1 ' t-ഀ s wAഀ ,art'"ഀ ഀ V Oഀ L41 tഀ r ]y Vഀ a _ഀ oftഀ pഀ - r'ഀ SKI L. l~ഀ JOBഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. yഀ OFഀ ~ 7 ~iFഀ CALCULATED BYഀ DATEഀ CHECKED BYഀ DATE.ഀ SCALEഀ . .ഀ 6 f.)ഀ ഀ . f X . (l~ 1-.........ഀ ഀ / i.i -ഀ ഀ ഀ P&ഀ . i...ഀ :ഀ 'v^y^~ഀ Psiഀ cr Wag y-ഀ LDS eഀ T-V S.-_ഀ All 114ഀ .ഀ C1~1 tt7c~ ~5-ഀ ~ഀ >ഀ . .ഀ r~ ?ഀ Pഀ ഀ ഀ ഀ x rഀ -ഀ ഀ -ഀ i aഀ .,@ -ഀ 1ഀ ഀ JOBഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. G ~ OF ~fഀ CALCULATED BY- DATE 1a5-ഀ CHECKED BY DATEഀ SCALEഀ I->ഀ .ഀ e.ഀ .ഀ eഀ ഀ iഀ I ~ഀ ~ഀ .ഀ .ഀ ഀ ഀ iഀ Iഀ I p,ഀ ^Pഀ P -`lഀ A Monroe & Newellഀ Engineers, Inc.ഀ JOB S S'-"~' yZ 1 ~ .j✓y/&ഀ SHEET NO. ~ OFഀ CALCULATED BY.ഀ DATE I O I I I„+~'ഀ CHECKED BYഀ ccni r:ഀ Ss ~o t~ 7i k' Cഀ Monroe & Newell JOB S Engineers, Inc. SHEET NO. 6T OFഀ CALCULATED BY LA :l DATE ` I b tഀ CHECKED BY DATEഀ L~-U'8I I"fj 1pഀ SCALEഀ JOB < of ~t.u/Sഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OFഀ A CALCULATED BY 1 DATE ~0 L~ഀ CHECKED BY DATEഀ SCALEഀ Monroe & Newell SOB S Sao- 0-,L s (ഀ Engineers, Inc. SHEET NO. OFഀ A CALCULATED BY DATE Oഀ CHECKED BY DATEഀ SCALEഀ Monroe & Newell JOB Opo'e z--ഀ Engineers, Inc. SHEET NO. / OFഀ CALCULATED BY DATE `b IZ~ a Sഀ Q (yam ^y CHECKED BY DATEഀ qU~} YL>~ s ~f~~ ~1 SCALEഀ .kഀ Monroe & Newell ,toe 5~ trl.Uഀ Engineers, Inc. SHEET No. OFഀ A CALCULATED BY DATEഀ CHECKED BY DATEഀ SCALEഀ 55,1 o~ഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO. ~`~,OFഀ A CALCULATED BY ' i DATE Tഀ CHECKED BY DATEഀ SCALEഀ Zഀ Lഀ IVഀ ~gഀ ~~dഀ CD Soo. OLഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO, OFഀ A CALCULATED BY I!\ DATE d iഀ CHECKED BY DATEഀ ~fi- Iഀ BEARING PLATE DESIGNഀ BEAMഀ BBഀ SHAPEഀ W24X117ഀ bfഀ 13ഀ in.ഀ kഀ 1.625ഀ in.ഀ Fy plateഀ 36ഀ WALL WIDTHഀ 12ഀ in.ഀ f'cഀ 5ഀ ksiഀ REACTION, Rഀ 115ഀ kipsഀ R1ഀ 73.7ഀ kipsഀ R2ഀ 18.2ഀ kips/in.ഀ R3ഀ 90.4ഀ kipsഀ R4ഀ 5.82ഀ kips/in.ഀ N = (R-Rl)/R2ഀ 2.27ഀ in.ഀ N = (R-R3)/R4ഀ 4.23ഀ in.ഀ Al REQ'Dഀ 65.7ഀ in.^2ഀ Bഀ 5.5ഀ in.ഀ Alഀ 180.0ഀ in^2ഀ nഀ 4.25ഀ in.ഀ fpഀ 0.639ഀ ksiഀ tpഀ 1.13ഀ in.ഀ < WALL THICKNESS, OKഀ < WALL THICKNESS, OKഀ FLANGE WIDTH CONTROLS PLATE WIDTH, USE FLANGE WIDTH + 2 IN.ഀ ROUND UP TO NEAREST 1/4"ഀ USE t r x 12 in. X 15 in.ഀ t ~/J Hഀ 6-1113ഀ BEARING PLATE DESIGNഀ BEAMഀ B12ഀ SHAPEഀ W21 X50ഀ bfഀ 7 in.ഀ kഀ 1.3125 in.ഀ Fy plateഀ 36ഀ WALL WIDTHഀ 12 in.ഀ f'cഀ 5 ksiഀ REACTION, R 62 kipsഀ R1ഀ 41.1ഀ kipsഀ R2ഀ 12.5ഀ kips/in.ഀ R3ഀ 41.2ഀ kipsഀ R4ഀ 3.55ഀ kips/in.ഀ N = (R-R1)/R2ഀ 1.67ഀ in.ഀ N = (R-R3)/R4ഀ 5.86ഀ in.ഀ Al REQ'Dഀ 35.4ഀ in A2ഀ Bഀ 3.0ഀ in.ഀ Alഀ 108.0ഀ in^2ഀ nഀ 1.88ഀ in.ഀ fpഀ 0.574ഀ ksiഀ tpഀ 0.47ഀ in.ഀ < WALL THICKNESS, OKഀ < WALL THICKNESS, OKഀ FLANGE WIDTH CONTROLS PLATE WIDTH, USE FLANGE WIDTH + 2 INഀ ROUND UP TO NEAREST 1/4"ഀ USE t x 12 in. X 9 in.ഀ :aഀ b -ഀ BEARING PLATE DESIGNഀ BEAMഀ BCഀ SHAPEഀ W24X19ഀ 2ഀ bfഀ 13ഀ in.ഀ kഀ 2.25ഀ in.ഀ iഀ Fy plateഀ 36ഀ iഀ WALL WIDTHഀ 12ഀ in.ഀ f'cഀ 5ഀ ksiഀ REACTION, Rഀ 90ഀ kipsഀ R1ഀ 150ഀ kipsഀ R2ഀ 26.7ഀ kips/in.ഀ R3ഀ 212ഀ kipsഀ R4ഀ 10.3ഀ kips/in.ഀ N = (R-R1)/R2ഀ -2.25ഀ in.ഀ N = (R-R3)/R4ഀ -11.84ഀ in.ഀ Al REQ'Dഀ 51.4ഀ in.^2ഀ Bഀ 4.3ഀ in.ഀ Alഀ 180.0ഀ in^2ഀ nഀ 3.00ഀ in.ഀ fpഀ 0.500ഀ ksiഀ tpഀ 0.71ഀ in.ഀ -ilഀ < WALL THICKNESS, OKഀ < WALL THICKNESS, OKഀ FLANGE WIDTH CONTROLS PLATE WIDTH, USE FLANGE WIDTH + 2 IN.ഀ ROUND UP TO NEAREST 1/4"ഀ USE t x 12 in. X 15 in.ഀ 3/qഀ Monroe & Newellഀ Engineers, Inc.ഀ JOB 5 S 0 0. D Z 5Y-4 C.LU Zഀ SHEET NO. OFഀ CALCULATED BY DATE 2'?`°' ~.rSഀ CHECKED BYഀ DATEഀ SCALEഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:22PM, 11 JAN 06ഀ Cv. JOVVVOഀ User: KW-0606238,Ver 5.8.0,1-Dec-2003 Steel Column Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculations, ecw:Calculationsഀ Description COLUMN UP FROM MID LEVELഀ [General Informationഀ aഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Steel Section HSS8X8X112ഀ Fyഀ 46.00 ksiഀ X-X Sidesway :ഀ Restrainedഀ Duration Factorഀ 1.000ഀ Y-Y Sidesway :ഀ Restrainedഀ Column Height 10.000 ftഀ Elastic Modulusഀ 29,000.00 ksiഀ End Fixity Pin-Pinഀ X-X Unbracedഀ 10.000 ftഀ Kxxഀ 1.000ഀ Live & Short Term Loads Combinedഀ Y-Y Unbracedഀ 10.000 ftഀ Kyyഀ 1.000ഀ Loads -ഀ Rഀ Axial Load...ഀ ,ഀ Dead Load 175.00 kഀ Ecc. for X-X Axis Momentsഀ 0.000 inഀ Live Load 95.00 kഀ Ecc. for Y-Y Axis Momentsഀ 0.000 inഀ ShortTerm Load kഀ IBഀ IBM mmaryഀ Column Design OKഀ Section : HSS8X8X1/2, Hഀ eight = 10.00ft, Axial Loads:ഀ DL = 175.00, LL = 95.00, ST = 0.00k,ഀ Ecc. = 0.000inഀ Unbraced Lengths: X-X =ഀ 10.00ft, Y-Y = 10.00ftഀ Combined Stress Ratiosഀ Deadഀ Live DL + LLഀ DL + ST + (LL if Chosen)ഀ AISC Formula H1 - 1ഀ 0.5392ഀ 0.2927 0.8319ഀ 0.8319ഀ AISC Formula H1 - 2ഀ 0.4697ഀ 0.2550 0.7246ഀ 0.7246ഀ AISC Formula H1 - 3ഀ XX Axis : Fa calc'd per Eq. E2-1, K*L/r < Ccഀ Stressesഀ Allowable & Actual Stresses Deadഀ Fa : Allowable 24.04 ksiഀ fa : Actual 12.96 ksiഀ Live DL + LL DL + Shortഀ 24.04 ksi 24.04 ksi 24.04 ksiഀ 7.04 ksi 20.00 ksi 20.00 ksiഀ Fb:xx : Allow [F3.1]ഀ 27.60 ksi 27.60 ksiഀ 27.60 ksiഀ 27.60 ksiഀ fb : xx Actualഀ 0.00 ksi 0.00 ksiഀ 0.00 ksiഀ 0.00 ksiഀ Fb:yy : Allow [F3.1]ഀ 27.60 ksi 27.60 ksiഀ 27.60 ksiഀ 27.60 ksiഀ fb : yy Actualഀ 0.00 ksi 0.00 ksiഀ 0.00 ksiഀ 0.00 ksiഀ Analysis Valuesഀ F'ex : DL+LLഀ 96,021 psiഀ Cm:x DL+LLഀ 0.60ഀ Cb:x DL+LLഀ 1.00ഀ F'ey : DL+LLഀ 96,021 psiഀ Cm:y DL+LLഀ 0.60ഀ Cb:y DL+LLഀ 1.00ഀ F'ex : DL+LL+STഀ 96,021 psiഀ Cm:x DL+LL+STഀ 0.60ഀ Cb:x DL+LL+STഀ 1.00ഀ F'ey : DL+LL+STഀ 96,021 psiഀ Cm:y DL+LL+STഀ 0.60ഀ Cb:y DL+LL+STഀ 1.00ഀ Max X-X Axis Deflectionഀ 0.000 inഀ at 0.000 ft Max Y-Y Axisഀ Deflectionഀ 0.000 in atഀ 0.000 ftഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Column Base Plateഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Caiculationsഀ Description MID LEVEL UP COLUMN BASE PLATEഀ General Informationഀ Code Ref : AISC 9th Ed ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Loadsഀ Steel Sectionഀ HSS8x8x1/2ഀ Axial Loadഀ 270.00 kഀ Section Lengthഀ 8.000 inഀ X XAxis Momentഀ 0ഀ 00 k -ftഀ Section Widthഀ 8.000 inഀ .ഀ Flange Thicknessഀ 0.465 inഀ Plate Dimensionsഀ Web Thicknessഀ 8.000 inഀ Plate Lengthഀ 14.000 inഀ Allowable Stressesഀ Plate Widthഀ 14.000 inഀ Concrete f'cഀ 3,000.0 psiഀ Plate Thicknessഀ 0.000 inഀ Base Plate Fyഀ 36.00 ksiഀ Load Duration Factorഀ 1.330ഀ Support Pier Sizeഀ Anchor Bolt Dataഀ Pier Lengthഀ 48.000 inഀ Dist. from Plate Edgeഀ 1.500 inഀ Pier Widthഀ 48.000 inഀ Bolt Count per Sideഀ 2ഀ Tension Capacityഀ 5.500 kഀ Bolt Areaഀ 0.442 in2ഀ Summaryഀ Baseplate OKഀ Concrete Bearing Stressഀ Bearing Stress OKഀ Actual Bearing Stressഀ 1,377.6 psiഀ Allow per ACI318-95, A3.1ഀ Full Bearinഀ g : No Bolt Tensionഀ = 0.3 ` f'c ` Sgrt(A2/A1) ' LDFഀ 2,394.0 psiഀ Allow per AISC J9ഀ 2,793.0 psiഀ Plate Bending Stressഀ Thickness OKഀ Actual fbഀ 26,522.4 psiഀ Max Allow Plate Fbഀ 35,910.0 psiഀ Tension Bolt Forceഀ Bolt Tensioഀ n OKഀ Actual Tensionഀ 0.000 kഀ Allowableഀ 5.500 kഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # G- Z~ഀ Date: 1:04PM, 11 JAN 06ഀ nCV. UOUVVIഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ 10ഀ Description B1ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W10X12 f Fy 50.00 ksiഀ Beam Span 10.000 ft f'c 3,000.00 psiഀ Beam Spacing 4.250 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads ( applied before 7511. curing)ഀ Full Span Uniform Loads.. Point Loads...ഀ # 1 0.385 k/ft # 1 k ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.425 k/ft # 1 k ftഀ M-Mഀ Summaryv - OK Shored & Unshoredഀ Using: W 10X12, Span = 10.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 6,976.2 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 5,462.8 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 2,191.7 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 9,069.6 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 115.3 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 11,310.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n) 223.0 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 5 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 22.13 kഀ Total req'd 1/2 Span 3 studs Vh @ 100% 88.50k Vh : Used 40.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.667 ftഀ , Useഀ 2 studsഀ Zone 2 fromഀ 1.667 ftഀ toഀ 3.333 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 3.333 ftഀ toഀ 5.000 ftഀ , Useഀ 1 studsഀ Zone 4 fromഀ 5.000 ftഀ toഀ 6.667 ftഀ , Useഀ 1 studsഀ Zone 5 fromഀ 6.667 ftഀ toഀ 8.333 ftഀ , Useഀ 2 studsഀ Zone 6 fromഀ 8.333 ftഀ toഀ 10.000 ftഀ , Useഀ 2 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Job #ഀ Date: 1:28PM, 11 JAN 06ഀ User: KW -0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecwalculatioഀ ഀ Description 62 21.5' TYPഀ uesign Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFP 0A 55 00ഀ Section Nameഀ W14X26ഀ Fy 50.00 ksiഀ Beam Spanഀ 21.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 5.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Uead Loads ( applied before 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 1.400 k/ft # 1 k ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.400 k/ftഀ # 1ഀ k ftഀ Summaryഀ -ഀ OK Shored & Unshoredഀ Using: W14X26, Span = 21.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spacഀ = 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 25,547.2 psiഀ Allowable =ഀ 33,333.0 psi OKഀ Unshored DL Stress Actual = 28,070.8 psiഀ Allowable =ഀ 33,333.0 psi OKഀ Actual Shear Stress Actual = 5,534.4 psiഀ Allowable =ഀ 20,000.0 psi OK:ഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 33,666.8 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 170.4 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 35,944.2 38,000.0 psiഀ Shored Concrete Stress Check....(Mdl + MII) / (Strans:top * n) 777.9 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studsഀ 10 per 1/2 beam spanഀ Stud Capacityഀ 8.00 kഀ V'h : min 47.81 kഀ Total req'd 112 Spanഀ 6studsഀ Vh @ 100%ഀ 191.25 k.ഀ Vh : Used 80.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.583 ftഀ , Useഀ 4 studsഀ Zone 2 fromഀ 3.583 ftഀ toഀ 7.167 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 7.167 ftഀ toഀ 10.750 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 10.750 ftഀ toഀ 14.333 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 14.333 ftഀ toഀ 17.917ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 17.917 ftഀ toഀ 21.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Rev:ഀ Job #ഀ Date: 1:28PM. 11 JAN 06ഀ Verഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw:Calculationsഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B2 21.5' TYPഀ Deflectionsഀ I : Transformedഀ 797.89 in4ഀ I : Effective 602.58in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.392 in (after shores removed)ഀ 0.965 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.110 inഀ 0.110 inഀ Total Uncured Deflectionഀ 0.392 in L / 657.9ഀ 0.965 in L / 267.5ഀ Composite Deflectionഀ 0.502 in L / 513.6ഀ 1.075 in L / 240.1ഀ Reactionsഀ Load Combinations... @ Left @ Rightഀ Dead + Constuction 15.33 k 15.33 kഀ Compositeഀ 4.30 kഀ 4.30 kഀ Max DL + LLഀ 19.63 kഀ 19.63 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 82.40 k-ftഀ Fb : Allowഀ 33.00 psiഀ Based on Beam Span 5.375 ftഀ Dead + Constഀ 82.40 k-ftഀ n : Strengthഀ 9.29ഀ Based on Beam Spacing 5.000 ftഀ Live Load Onlyഀ 23.11 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 105.52 k-ftഀ Effective Width 5.000 ftഀ Support Shearsഀ Shear @ Leftഀ 19.63 kഀ Shear @ Rightഀ 19.63 kഀ Section Propertiesഀ Section Nameഀ W14X26ഀ Depthഀ 13.910 inഀ Ixx : Steel Sectionഀ 245.00 in4ഀ Widthഀ 5.025 inഀ I transformedഀ 795.92 in4ഀ Flange Thickഀ 0.420 inഀ Strans : topഀ 175.23 in3ഀ Web Thickഀ 0.255 inഀ Strans : botഀ 57.39 in3ഀ Areaഀ 7.690 in2ഀ Strans : eff @ botഀ 49.56 in3ഀ Weightഀ 26.121 #/ftഀ n'Strans: Ef @ topഀ 1, 168.3 in3ഀ ]-steelഀ 245.00 in4ഀ X-X Axis from Botഀ 13.87 inഀ S steel : topഀ 35.23 in3ഀ Vh @ 100%ഀ 191.25 kഀ S steel : bottomഀ 35.23 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #A"ഀ Date: 1:29PM, 11 JAN 06 Ver 5.8.0, 1-Dec-2003ഀ CALC Engineering Softwareഀ Composite Steel Beamഀ Page 1ഀ c a l c u l a t i o n s. ec w: C a l c u l a t i o n sഀ Description B3 21.5' WORST CASEഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W14X34ഀ Fy 50.00 ksiഀ Beam Spanഀ 21.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 5.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 1.750 k/ft # 1 6.000 k 2.000ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.500 k/ft # 1 k ftഀ Summary uഀ OK Shored & Unshoredഀ Using: W14X34, Span = 21.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 25,264.3 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 26,932.0 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 7,528.2 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 32,219.8 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 193.6 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 34,054.4 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top' n) 925.0 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 10 per 1/2 beam span sഀ Stud Capacity 8.00 k V'h : min 47.81 kഀ Total req'd 112 Span 6studs Vh @ 100% 191.25k Vh : Used 80.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.488 ftഀ , Useഀ 3 studsഀ Zone 2 fromഀ 3.488 ftഀ toഀ 6.976 ftഀ , Useഀ 4 studsഀ Zone 3 fromഀ 6.976 ftഀ toഀ 10.463 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 10.463 ftഀ toഀ 14.142 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 14.142 ftഀ toഀ 17.821 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 17.821 ftഀ toഀ 21.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job #ഀ Date: 1:29PM, 11 JAN 06ഀ Scope:ഀ r: K0-0606238, Ver 5.8.0, 1-Dec-2003ഀ 983-2003 ENERCALC Engineering Softwareഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw:Calculationsഀ Description B3 21.5' WORST CASEഀ Deflectionsഀ I : Transformedഀ 998.74 in4ഀ Iഀ : Effective 766.05in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.413 inഀ (after shores removed)ഀ 0.930 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.108 inഀ 0.108 inഀ Total Uncured Deflectionഀ 0.413 inഀ L / 625.2ഀ 0.930 in L / 277.5ഀ Composite Deflectionഀ 0.521 inഀ L / 495.3ഀ 1.038 in L / 248.6ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 24.62 kഀ 19.74 kഀ Compositeഀ 5.37 kഀ 5.37 kഀ Max DL + LLഀ 29.99 kഀ 25.11 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 109.17 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 5.375 ftഀ Dead + Constഀ 109.17 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 5.000 ftഀ Live Load Onlyഀ 28.89 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 138.04 k-ftഀ Effective Width 5.000 ftഀ Support Shearsഀ Shear @ Leftഀ 29.99 kഀ Shear @ Rightഀ 25.11 kഀ Section Propertiesഀ 'qഀ y Section Nameഀ W14X34.ഀ Depthഀ 13.980 inഀ Ixx : Steel Sectionഀ 340.00 in4ഀ Widthഀ 6.745 inഀ I transformedഀ 995.98 in4ഀ Flange Thickഀ 0.455 inഀ Strans : topഀ 192.79 in3ഀ Web Thickഀ 0.285 inഀ Strans : botഀ 74.81 in3ഀ Areaഀ 10.000 in2ഀ Strans : eff @ botഀ 65.56 in3ഀ Weightഀ 33.967 #/ftഀ n'Strans: Ef @ topഀ 1,317.8 in3ഀ I-steelഀ 340.00 in4ഀ X-X Axis from Botഀ 13.31 inഀ S steel : topഀ 48.64 in3ഀ Vh @ 100%ഀ 191.25 kഀ S steel : bottomഀ 48.64 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Rev: 580001ഀ User: KW-0606238,ഀ (c)1983.2003 ENEFഀ Descriptionഀ Ver5.8.0, 1-Dec-2003 Composite Steel Beamഀ ;ALC Engineering Softwareഀ ,ഀ to=ഀ ഀ B4ഀ Page 1ഀ calculations.ecw: Calculationsഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ aഀ Section Name W14X22ഀ Fy 50.00 ksiഀ Beam Spanഀ 9.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 14.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Trapezoidal Loads...ഀ bഀ #1 @ Left 1.260 k/ftഀ @ Rightഀ 1.260 k/ft 5.000 ftഀ #2 @ Left 1.820 k/ftഀ @ Rightഀ 1.820 k/ft 5.000 9.500 ftഀ Live Loads (applied after 75% curing)ഀ TFull Span Uniform Loads...ഀ Point Loads...ഀ Trapezoidal Loads...ഀ # 1 @ Left 1.400 k/ft @ Right 1.400 k/ft > 5.000 ftഀ # 2 @ Left 2.025 k/ft @ Right 2.025 k/ft 5.000 9.500 ftഀ ummary OK Shored & Unshoredഀ Using: W14X22, Span = 9.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 10,961.6 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 7,2.19.7 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 5,319.0 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 12,952.1 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 258.1 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 15,134.2 38,000.0 psiഀ Shored Concrete Stress Check (Mdf + MII) / (Strans:top ` n) 493.6 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studsഀ 5 per 1/2 beam spanഀ Stud Capacityഀ 8.00 kഀ V'h : min 22.71 kഀ Total req'd 1/2 Spanഀ 3studsഀ Vh @ 100%ഀ 90.84kഀ Vh : Used 40.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.710 ft , Useഀ 2 studsഀ Zone 2 fromഀ 1.710 ftഀ toഀ 3.420 ft , Useഀ 2 studsഀ Zone 3 fromഀ 3.420 ftഀ toഀ 5.130 ft , Useഀ 1 studsഀ Zone 4 fromഀ 5.130 ftഀ toഀ 6.587 ft , Useഀ 1 studsഀ Zone 5 fromഀ 6.587 ftഀ toഀ 8.043 ft , Useഀ 2 studsഀ Zone 6 fromഀ 8.043 ftഀ toഀ 9.500 ft , Useഀ 2 studsഀ Job # r ,ഀ Date: 1:04PM, 11 JAN 06 'ഀ Sഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06 vlഀ Descriptionഀ Scope :ഀ !'1CV. JOVVUIഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B4ഀ Composite Steel Beam Page 2ഀ calcu lations. ecw:Calcu lationsഀ Deflectionsഀ I : Transformedഀ 564.86 in4ഀ I : Effective 441.77in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.022 in (alter shores removed)ഀ 0.049 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.024 inഀ 0.024 inഀ Total Uncured Deflectionഀ 0.022 in L/5180.2ഀ 0.049 in L / 2333.5ഀ Composite Deflectionഀ 0.046 in L /2470.8ഀ 0.073 in L. / 1562.2ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 6.69 kഀ 8.01 kഀ Compositeഀ 7.32 kഀ 8.80 kഀ Max DL + LLഀ 14.00 kഀ 16.81 kഀ Analysis Valuesഀ j 1-ഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 17.43 k-ft Fb : Allowഀ 33.00. psi Based on Beam Span 2.375 Itഀ Dead + Constഀ 17.43 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 14.000 ftഀ Live Load Onlyഀ 19.10 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 36.53 k-ftഀ Effective Width 2.375 ftഀ Support Shearsഀ Shear @ Leftഀ 14.00 kഀ Shear @ Rightഀ 16.81 kഀ Sectio6 Propertiesഀ ഀ Pഀ Section Nameഀ W14X22ഀ Depthഀ 13.740 inഀ Ixx : Steel Sectionഀ 199.00 in4ഀ Widthഀ 5.000 inഀ I transformedഀ 563.03 in4ഀ Flange Thickഀ 0.335 inഀ Strans : topഀ 95.62 in3ഀ Web Thickഀ 0.230 inഀ Strans : botഀ 45.58 in3ഀ Areaഀ 6.490 in2ഀ Strans : eff @ botഀ 39.99 in3ഀ Weightഀ 22.045 #/ftഀ n'Strans : Ef @ topഀ 679.9 in3ഀ I-steelഀ 199.00 in4ഀ X-X Axis from Botഀ 12.35 inഀ S steel : topഀ 28.97 in3ഀ Vh @ 100%ഀ 90.84 kഀ S steel : bottomഀ 28.97 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003ഀ (01983.2003 ENERCALC Engineering Softwareഀ Description B5ഀ Composite Steel Beamഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W10X12 Fy 50.00 ksiഀ Beam Span 4.500 ft f'c 3,000.00 psiഀ Beam Spacing 0.000 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ ഀ ~ ~ഀ ~ഀ ഀ ഀ Full S an Uniform Loads...ഀ Aഀ Point Loads...ഀ ~ഀ # 1 k/ftഀ # 1ഀ 1.500 kഀ 1.500ftഀ # 2 k/ftഀ # 2ഀ 1.500 kഀ 4.500ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 k/ftഀ # 1ഀ 3.500 kഀ 1.500 ftഀ # 2 k/ftഀ # 2ഀ 3.500 kഀ 4.5on ftഀ ' OK Shored & Unshoredഀ Using: W1 0X12, Span = 4.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 5,533.5 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 1,680.9 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 3,569.4 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 5,533.5 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 793.0 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + VIII) / Ss 5,533.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n) 1,138.9 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 3 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 0.00 kഀ Total req'd 1/2 Span 1 studs Vh @ 100% 0.00k Vh : Used 0.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 0.500 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 0.500 ftഀ toഀ 1.000 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 1.000 ftഀ toഀ 1.500 ftഀ , Useഀ 0 studsഀ Zone 4 fromഀ 1.500 ftഀ toഀ 2.500 ftഀ , Useഀ 0 studsഀ Zone 5 fromഀ 2.500 ftഀ toഀ 3.500 ftഀ , Useഀ 2 studsഀ Zone 6 fromഀ 3.500 ftഀ toഀ 4.500 ftഀ , Useഀ 1 studsഀ Page 1ഀ calculations.ecw: Calcu lationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ "17 e, 11ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ JOVUVIഀ User: KW-06,ഀ t-Dec-2003ഀ ineering Softwareഀ Composite Steel Beamഀ Page • 2ഀ calculations. ecw:Calculationsഀ Descriptionഀ "eflectionsഀ I : Transformedഀ 53.80 in4ഀ I : Effective 53.8Cin4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.003 in (after shores removed)ഀ 0.003 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.006 inഀ 0.006 inഀ Total Uncured Deflectionഀ 0.003 in L/####.#ഀ 0.003 in L /ഀ Composite Deflectionഀ 0.009 in L / 5925.7ഀ 0.009 in L / 5926.4ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 1.03 kഀ 2.03 kഀ Compositeഀ 2.33 kഀ 4.67 kഀ Max DL + LLഀ 3.36 kഀ 6.69 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 1.53 k-ftഀ Fb : Allowഀ 33.00 psi Based on Beam Span 1.125 ftഀ Dead + Constഀ 1.53 k-ftഀ n : Strengthഀ 9.29 Based on Beam Spacing 0.000 ftഀ Live Load Onlyഀ 3.50 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 5.03 k-ftഀ Effective Width 0.000 ftഀ Support Shearsഀ Shear @ Leftഀ 3.36 kഀ Shear @ Rightഀ 6.69 kഀ Section Propertiesഀ Section Nameഀ W10X12ഀ Depthഀ 9.870 inഀ Ixx : Steel Sectionഀ 53.80 in4ഀ Widthഀ 3.960 inഀ I transformedഀ 53.80 in4ഀ Flange Thickഀ 0.210 inഀ Strans : topഀ 5.70 in3ഀ Web Thickഀ 0.190 inഀ Strans : botഀ 10.90 in3ഀ Areaഀ 3.540 in2ഀ Strains : eff @ botഀ 10.90 in3ഀ Weightഀ 12.024 #/ftഀ n'Strans : Ef @ topഀ 101.3 in3ഀ I-steelഀ 53.80 in4ഀ X-X Axis from Botഀ 4.94 inഀ S steel : topഀ 10.90 in3ഀ Vh @ 100%ഀ 0.00 kഀ S steel : bottomഀ 10.90 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Rev; 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B6ഀ Rib Spacing 12.000 in Beam Weight Added Internallyഀ Rib Width 5.000 in Using Partial Composite Actionഀ Rib Orientation Perpendicular Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Job# ~Date: 1:04PM, 11 JAN Scope:ഀ Composite Steel Beamഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W10X12ഀ Fy 50.00 ksiഀ Beam Spanഀ 4.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 0.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads Point Loads...ഀ # 1 k/ft # 1 0.800 k 4.000ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 k/ft # 1 1.700 k 4.000 ftഀ OK Shored & Unshoredഀ Using: W 10X12, Span = 4.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 1,233.5 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 403.9 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 1,199.4 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 1,233.5 psiഀ Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 170.7 psiഀ Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ 1,233.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + Mill) / (Strans:top " n)ഀ 253.9 1,350.0 psiഀ Actual # Studs 3 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 0.00 kഀ Total req'd 1/2 Span 1 studs Vh @ 100% 0.00k Vh : Used 0.00 kഀ Shear Studs & Shear Transferഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.330 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.330 ftഀ toഀ 2.660 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 2.660 ftഀ toഀ 3.990 ftഀ , Useഀ 0 studsഀ Zone 4 fromഀ 3.990 ftഀ toഀ 4.160 ftഀ , Useഀ 0 studsഀ Zone 5 fromഀ 4.160 ftഀ toഀ 4.330 ftഀ , Useഀ 2 studsഀ Zone 6 fromഀ 4.330 ftഀ toഀ 4.500 ftഀ , Useഀ 1 studsഀ Page 1ഀ calculations.ecw: Calculationsഀ I/ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06Jഀ Descriptionഀ Scope :ഀ Rev: 580001 2 kഀ User: KW-0606238, Ver-5.8.0, 1-Dec-2003 Composite Steel Beam Pageഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description 136ഀ Deflectionsഀ T _ഀ I : Transformedഀ 53.80 in4ഀ I : Effective 53.80n4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.001 in (after shores removed)ഀ 0.001 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.001 inഀ 0.001 inഀ Total Uncured Deflectionഀ 0.001 in Lഀ 0.001 in L /ഀ Composite Deflectionഀ 0.002 in Lഀ 0.002 in L /ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 0.12kഀ 0.74 kഀ Compositeഀ 0.19 kഀ 1.51 kഀ Max DL + LLഀ 0.30 kഀ 2.25 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Alone.ഀ 0.37 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 1.125 ftഀ Dead + Constഀ 0.37 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 0.000 ftഀ Live Load Onlyഀ 0.75 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 1.12 k-ftഀ Effective Width 0.000ftഀ Support Shearsഀ Shear @ Leftഀ 0.30 kഀ Shear @ Rightഀ 2.25 kഀ Section Propertiesഀ Section Nameഀ W10X12ഀ Depthഀ 9.870 inഀ Ixx : Steel Sectionഀ 53.80 in4ഀ Widthഀ 3.960 inഀ I transformedഀ 53.80 in4ഀ Flange Thickഀ 0.210 inഀ Strans : topഀ 5.70 in3ഀ Web Thickഀ 0.190 inഀ Strans : botഀ 10.90 in3ഀ Areaഀ 3.540 in2ഀ Strans : eff @ botഀ 10.90 in3ഀ Weightഀ 12.024 #/ftഀ n*Strans : Ef @ topഀ 101.3 in3ഀ I-steelഀ 53.80 in4ഀ X-X Axis from Botഀ 4.94 inഀ S steel : topഀ 10.90 in3ഀ Vh @ 100%ഀ 0.00 kഀ S steel : bottomഀ 10.90 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Composite Steel Beamഀ User: KW-0606238, Val 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Enaineerina Softwareഀ Description B8µ _ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Page 1ഀ ca Icu I ation s. ecw: Ca Icu I at i onsഀ Design Input Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W14X22 Fy 50.00 ksiഀ Beam Span 18.500 ft f'c 3,000.00 psiഀ Beam Spacing 9.000 ft Concrete Density 145.00 pcfഀ Slab Thickness 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Height 2.000 inഀ Stud Height 3.000 inഀ Rib Spacing 12.000 inഀ Beam Weight Added Internallyഀ Rib Width 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.405 k/ftഀ # 1 2.000 k 8.000ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.450 k/ft # 1 4.700 k 8.000 ftഀ Summary OK Shored & Unshoredഀ Using: W14X22, Span = 18.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual=ഀ 19,017.9 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 11,190.0 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual=ഀ 3,770.4 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 22,566.7 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 334.5 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 27,850.4 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 559.3 1,350.0 psiഀ Shear Studs & Shear Transferഀ - - - -ഀ Actual # Studs 10 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 40.56 kഀ Total req'd 112 Span 6studs Vh @ 100% 162.25k Vh : Used 80.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 2.672 ftഀ , Useഀ 3 studsഀ Zone 2 fromഀ 2.672 ftഀ toഀ 5.344 ftഀ , Useഀ 4 studsഀ Zone 3 fromഀ 5.344 ftഀ toഀ 8.017 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 8.017 ftഀ toഀ 11.511 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 11.511 ftഀ toഀ 15.006 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 15.006 ftഀ toഀ 18.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Jobഀ Date: 1:04PM, 11 JAN 06ഀ er: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ 1983-2003 ENERCALC Engineering Softwareഀ Description B8ഀ Composite Steel Beamഀ - -ഀ Page 2ഀ calculations. ecw: Calculationsഀ Deflectionsഀ momഀ I : Transformedഀ 671.73 in4ഀ I : Effective m~ 530.94in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.102 in (after shores removed)ഀ 0.272 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.145 inഀ 0.145 inഀ Total Uncured Deflectionഀ 0.102 in L/2178.2ഀ 0.272 in L / 816.4ഀ Composite Deflectionഀ 0.247 in L / 899.6ഀ 0.417 in L / 532.7ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 5.09 kഀ 4.82 kഀ Compositeഀ 6.83 kഀ 6.19 kഀ Max DL + LLഀ 11.92 kഀ 11.01 kഀ Analysis Valuesഀ Maximum Momentsഀ Eഀ ffective Flange Width...ഀ Dead Load Aloneഀ 27.01 k-ft Fb : Allowഀ 33.00 psiഀ Based on Beam Span 4.625 ftഀ Dead + Constഀ 27.01 k-ft n : Strengthഀ 9.29ഀ Based on Beam Spacing 9.000 ftഀ Live Load Onlyഀ 40.22 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 67.23 k-ftഀ Effective Width 4.625 Itഀ Support Shearsഀ Shear @ Leftഀ 11.92 kഀ Shear @ Rightഀ 11.01 kഀ Section Propertiesഀ Section Nameഀ W14X22ഀ Depthഀ 13.740 inഀ Ixx : Steel Sectionഀ 199.00 in4ഀ Widthഀ 5.000 inഀ I transformedഀ 670.13 in4ഀ Flange Thickഀ 0.335 inഀ Strans : topഀ 155.30 in3ഀ Web Thickഀ 0.230 inഀ Strans : botഀ 48.12 in3ഀ Areaഀ 6.490 in2ഀ Strans : eff @ botഀ 42.42 in3ഀ Weightഀ 22.045 #/ftഀ n'Strans : Ef @ topഀ 1,093.0 in3ഀ I-steelഀ 199.00 in4ഀ X-X Axis from Botഀ 13.92 inഀ S steel : topഀ 28.97 in3ഀ Vh @ 100%ഀ 162.25 kഀ S steel : bottomഀ 28.97 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001 -ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B9ഀ Design Inputഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W12X26ഀ Fy 50.00 ksiഀ Beam Spanഀ 8.250 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 0.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ N,ഀ Full.Span Uniform Loads...ഀ Point Loads...ഀ #1 k/ftഀ #1 3.200 k 3.750ftഀ #2 k/ftഀ # 2 2.300 k 8.250ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 k/ft # 1 8.600 k 3.750 ftഀ #'2 k/ft 42 6.000 k 8.250 ftഀ No Good Shored, OK Unshored,ഀ Using: W12X26, Span = 8.25ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ Q Bottom of Beam Actual =ഀ 8,730.5 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 2,425.0 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 4,899.6 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 8,730.5 psiഀ MII / Strans(top) Actual = 1,178.8 psiഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ` n)ഀ Allowable =ഀ 45,000.0 psi OKഀ Allowable =ഀ 1,350.0 psi OKഀ 8,730.5ഀ 38,000.0 psiഀ 1,632.1ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 0 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 0.00 kഀ Total req'd 1/2 Span 2studs Vh Q 100% 0.00k Vh : Used 0.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.247 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.247 ftഀ toഀ 2.493 ftഀ , Useഀ 1 studsഀ Zone 3 fromഀ 2.493 ftഀ toഀ 3.740 ftഀ , Useഀ 0 studsഀ Zone 4 fromഀ 3.740 ftഀ toഀ 5.243 ftഀ , Useഀ 0 studsഀ Zone 5 fromഀ 5.243 ftഀ toഀ 6.747 ftഀ , Useഀ 1 studsഀ Zone 6 fromഀ 6.747 ftഀ toഀ 8.250 ftഀ , Useഀ 1 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # & ~Iഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001 Pa e 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam gഀ (c)1983-2003 ENERCALC Enoineerino Software calculations.ecw:Calculationsഀ Description B9ഀ Deflectionsഀ I : Transformedഀ 204.00 in4 Iഀ : Effective 204.00n4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.011 in (after shores removed)ഀ 0.011 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.029 inഀ 0.029 inഀ Total Uncured Deflectionഀ 0.011 in : L / 8786.6ഀ 0.011 in L / 8786.6ഀ Composite Deflectionഀ 0.040 in L / 2454.5ഀ 0.040 in L / 2455.4ഀ Reactionsഀ Load Combinations... @ Left @ Rightഀ Dead + Constuction 1.85 kഀ 3.86 kഀ Compositeഀ 4.6ഀ 9 kഀ 9.91 kഀ Max DL + LLഀ 6.54 kഀ 13.77 kഀ Analysis Valuesഀ Maximum Momentsഀ Eഀ ffective Flange Width...ഀ Dead Load Aloneഀ 6.75 k-ftഀ Fb : Allowഀ 33.00 psiഀ Based on Beam Span 2.062 ftഀ Dead + Constഀ 6.75 k-ftഀ n : Strengthഀ 9.29ഀ Based on Beam Spacing 0.000 ftഀ Live Load Onlyഀ 17.54 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 24.29 k-ftഀ Effective Width 0.000 ftഀ Support Shearsഀ Shear @ Leftഀ 6.54 kഀ Shear @ Rightഀ 13.77 kഀ Section Propertiesഀ Section Nameഀ W12X26ഀ Depthഀ 12.220 inഀ Ixx : Steel Sectionഀ 204.00 in4ഀ Widthഀ 6.490 inഀ I transformedഀ 204.00 in4ഀ Flange Thickഀ 0.380 inഀ Strans : topഀ 19.23 in3ഀ Web Thickഀ 0.230 inഀ Strans : botഀ 33.39 in3ഀ Areaഀ 7.650 in2ഀ Strans : eff @ botഀ 33.39 in3ഀ Weightഀ 25.985 #/ftഀ n'Strans : Ef @ topഀ 310.1 in3ഀ I-steelഀ 204.00 in4ഀ X-X Axis from Botഀ 6.11 inഀ S steel : topഀ 33.39 in3ഀ Vh @ 100%ഀ 0.00 kഀ S steel : bottomഀ 33.39 in3ഀ Title :ഀ Job # 4c)ഀ Dsgnr: Date: 1:04PM,ഀ 11 JAN 06ഀ Descriptionഀ Scopeഀ Rev: 580001ഀ User: 580001 6238, Ver5.8.0, 1•Dec-2003ഀ Composite Steel Beamഀ Page 1ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ calculaഀ tions. ecw:Calculationsഀ Description B10ഀ Design Inputഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W18X35ഀ Mw~ഀ Fy 50.00 ksiഀ Beam Spanഀ 23.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 8.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ iഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)"ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.720 k/ft # 1 1.900 k 14.750ftഀ Live Loads (applied after 75% curing)ഀ _ ~ v.~-~ .nom-w•--•_ഀ Full Span Uniform Loads... Point Loads...ഀ # 1 0.800 k/ft # 1 4.700 k 14.750 ftഀ Summaryഀ OK Shored & Unshoredഀ Using: W18X35, Span = 23.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 21,095.8 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 12,652.7 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 4,221.0 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Straps) Actual = 24,517.1 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 369.2 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 28,769.6 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n) 656.5 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 12 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 56.18 kഀ Total req'd 1/2 Span 8studs Vh @ 100% 224.72k Vh : Used 96.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.439 Itഀ , Useഀ 4 studsഀ Zone 2 fromഀ 4.439 ftഀ toഀ 8.878 Itഀ , Useഀ 5 studsഀ Zone 3 fromഀ 8.878 ftഀ toഀ 13.317 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 13.317 ftഀ toഀ 16.711 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 16.711 ftഀ toഀ 20.106 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 20.106 ftഀ toഀ 23.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beamഀ (c)1983.2003 ENERCALC Enaineering Softwareഀ Description B10ഀ Page 2ഀ calcu Iations.ecw:Calcu lationsഀ Deflectionsഀ I : Transformedഀ 1,501.13 in4ഀ I : Effective 1,157.81in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.178 inഀ (after shores removed)ഀ 0.405 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.223 inഀ 0.223 inഀ Total Uncured Deflectionഀ 0.178 inഀ L/1581.2ഀ 0.405 in L / 696.5ഀ Composite Deflectionഀ 0.402 inഀ L / 702.4ഀ 0.628 in L / 449.1ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 9.58 kഀ 10.06 kഀ Compositeഀ 11.15 kഀ 12.35 kഀ Max DL + LLഀ 20.73 kഀ 22.41 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 60.76 k-ft Fb : Allowഀ 33.00 psiഀ Based on Beam Span 5.875 ftഀ Dead + Constഀ 60.76 k-ft n : Strengthഀ 9.29ഀ Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 77.70 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 138.16 k-ftഀ Effective Width 5.875 ftഀ Support Shearsഀ Shear @ Leftഀ 20.73 kഀ Shear @ Rightഀ 22.41 kഀ Section Propertiesഀ Section Nameഀ W18X35ഀ Depthഀ 17.700 inഀ Ixx : Steel Sectionഀ 510.00 in4ഀ Widthഀ 6.000 inഀ I transformedഀ 1,497.32 in4ഀ Flange Thickഀ 0.425 inഀ Strans : topഀ 271.88 in3ഀ Web Thickഀ 0.300 inഀ Strans : botഀ 89.70 in3ഀ Areaഀ 10.300 in2ഀ Strans : eff @ botഀ 78.59 in3ഀ Weightഀ 34.986 #/ftഀ n*Strans : Ef @ topഀ 1,836.1 in3ഀ I-steelഀ 510.00 in4ഀ X-X Axis from Botഀ 16.69 inഀ S steel : topഀ 57.63 in3ഀ Vh @ 100%ഀ 224.72 kഀ S steel : bottomഀ 57.63 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # i~bഀ Date: 1:04PM, 11 JAN 06 6`ഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c) 1983-2003 ENERCALC Engineering Software calculations.ecw:Calculations jഀ Description 1311ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W16X26 Fy 50.00 ksiഀ Beam Span 7.250 ft PC 3,000.00 psiഀ Beam Spacing 0.000 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads..:ഀ # 1 k/ftഀ # 1ഀ 2.300 kഀ 4.000ftഀ # 2 k/ftഀ # 2ഀ 1.100 kഀ 5.250ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 k/ftഀ # 1ഀ 6.600 kഀ 4.000 Itഀ # 2 k/ftഀ # 2ഀ 2.700 kഀ 5.250 ftഀ Summary OK Shored & Unshoredഀ Using: W16X26, Span = 7.25ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 6,341.5 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 1,719.0 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 1,977.5 psi Allowable = . 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 6,341.5 psi Allowable = 45,000.0 psi OKഀ Mil / Strans(top) Actual = 783.1 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 6,341.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top' n) 1,074.3 1,350.0 psiഀ Shear. Studs & Shear Transferഀ Actual # Studs 4 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 0.00 kഀ Total req'd 1/2 Span 1 studs Vh @ 100%a 0.00k Vh : Used 0.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.337 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.337 ftഀ toഀ 2.674 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 2.674 ftഀ toഀ 4.012 ftഀ , Useഀ 1 studsഀ Zone 4 fromഀ 4.012 ftഀ toഀ 5.091 ftഀ , Useഀ 1 studsഀ Zone 5 fromഀ 5.091 ftഀ toഀ 6.171 ftഀ , Useഀ 1 studsഀ Zone 6 fromഀ 6.171 ftഀ toഀ 7.250 ftഀ , Useഀ 2 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # Gഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beamഀ calculations.ecw:Calculations _ഀ (0)1983-2003 ENERCALC Enaineerino Softwareഀ Description B11ഀ Deflectionsഀ 1 : Transformedഀ 301.00 in4ഀ I : Effective 301.00n4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.005 in (after shores removed)ഀ 0.005 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.013 inഀ 0.013 inഀ Total Uncured Deflectionഀ 0.005 in L/####.#ഀ 0.005 in L /ഀ Composite Deflectionഀ 0.018 in L /4714.6ഀ 0.018 in L / 4716.3ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 1.43 kഀ 2.16 kഀ Compositeഀ 3.70 kഀ 5.60 kഀ Max DL + LLഀ 5.13 kഀ 7.76 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 5.50 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 1.812 ftഀ Dead + Constഀ 5.50 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 0.000 ftഀ Live Load Onlyഀ 14.78 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 20.28 k-ftഀ Effective Width 0.000 ftഀ Support Shearsഀ Shear @ Leftഀ 5.13 kഀ Shear @ Rightഀ 7.76 kഀ Section Propertiesഀ Section Nameഀ W16X26•ഀ Depthഀ 15.690 inഀ Ixx : Steel Sectionഀ 301.00 in4ഀ Widthഀ 5.500 inഀ I transformedഀ 301.00 in4ഀ Flange Thickഀ 0.345 inഀ Strans : topഀ 24.38 in3ഀ Web Thickഀ 0.250 inഀ Strans : botഀ 38.37 in3ഀ Areaഀ 7.680 in2ഀ Strans : eff @ botഀ 38.37 in3ഀ Weightഀ 26.087 #/ftഀ n*Strans : Ef @ topഀ 356.4 in3ഀ I-steelഀ 301.00 in4ഀ X-X Axis from Botഀ 7.85 inഀ S steel : topഀ 38.37 in3ഀ Vh @ 100%ഀ 0.00 kഀ S steel : bottomഀ 38.37 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # ~Aഀ Date: 1:04PM, 11 JAN 0ഀ 1-Dec-2003 Composite Steel Beamഀ ineering Softwareഀ Description B12ഀ _[_[I::ഀ Page 1ഀ calcu lations.emcalculationsഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 l1lഀ Section Nameഀ W21 X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 28.000 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 8.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpenഀ dicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1ഀ 0.700 k/ftഀ #1 9.500 k 2.000ftഀ #2ഀ k/ftഀ #2 1.400 k 7.540ftഀ # 3ഀ k/ftഀ #3 1.600 k 19.000 ftഀ #4ഀ k/ftഀ #4 3.800 k 5.500ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 0.775 k/ftഀ # 1ഀ 25.800 kഀ 2.000 ftഀ # 2ഀ k/ftഀ # 2ഀ 3.700 kഀ 7.500 Itഀ # 3ഀ k/ftഀ # 3ഀ 3.900 kഀ 19.000 ftഀ # 4ഀ k/ftഀ # 4ഀ 10.000 kഀ 5.500 ftഀ OK Shored & Unshoredഀ Using: W21X50, Span = 28.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 26,251.6 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 13,593.6 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 8,934.1 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 29,749.1 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 544.0 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 34,833.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + Mill) / (Strans:top ' n) 883.9 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 14 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 66.94 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 267.75k Vh : Used 112.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.609 ftഀ , Useഀ 5 studsഀ Zone 2 fromഀ 3.609 ftഀ toഀ 7.218 ftഀ , Useഀ 5 studsഀ Zone 3 fromഀ 7.218 ftഀ toഀ 10.827 ftഀ , Useഀ 4 studsഀ Zone 4 fromഀ 10.827 ftഀ toഀ 16.551 ftഀ , Useഀ 4 studsഀ Zone 5 fromഀ 16.551 ftഀ toഀ 22.276 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 22.276 ftഀ toഀ 28.000 ftഀ , Useഀ 5 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # Aഀ Date: 1:04PM, 11 JAN 06 C-~ഀ per: KW-0606238, Ver 5.8.0ഀ 1983-2003 ENERCALC Ernഀ 1-Dec-2003ഀ nearing Softwareഀ Description B12ഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw: Calculationsഀ Deflectionsഀ I : Transformedഀ 2,666.37 in4ഀ I : Effective 2,072.09in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.258 in (after shores removed)ഀ 0.544 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.403 inഀ 0.403 inഀ Total Uncured Deflectionഀ 0.258 in L / 1301.5ഀ 0.544 in L / 618.1ഀ Composite Deflectionഀ 0.661 in L / 508.0ഀ 0.947 in L / 354.9ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 23.91 kഀ 13.39 kഀ Compositeഀ 46.81 kഀ 18.29 kഀ Max DL + LLഀ 70.72 kഀ 31.68 kഀ Analysis Valuesഀ Maximum Moments vഀ Effective Flange Width...ഀ Dead Load Aloneഀ 107.03 k-ftഀ Fb : Allowഀ 33.00 psi Based on Beam Span 7.000 ftഀ Dead + Constഀ 107.03 k-ftഀ n : Strengthഀ 9.29 Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 168.78 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 274.25 k-ftഀ Effective Width 7.000 ftഀ Support Shearsഀ Shear @ Leftഀ 70.72 kഀ Shear @ Rightഀ 31.68 kഀ Section Propertiesഀ Section Nameഀ W21X50ഀ Depthഀ 20.830 inഀ Ixx : Steel Sectionഀ 984.00 in4ഀ Widthഀ 6.530 inഀ I transformedഀ 2,659.17 in4ഀ Flange Thickഀ 0.535 inഀ Strans : topഀ 400.82 in3ഀ Web Thickഀ 0.380 inഀ Strans : botഀ 142.23 1n3ഀ Areaഀ 14.700 in2ഀ Strans : eff @ botഀ 125.37 in3ഀ Weightഀ 49.931 #/ftഀ n'Strans : Ef @ topഀ 2,718.0 in3ഀ I-steelഀ 984.00 in4ഀ X-X Axis from Botഀ 18.70 inഀ S steel : topഀ 94.48 in3ഀ Vh @ 100%ഀ 267.75 kഀ S steel : bottomഀ 94.48 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ 1ഀ Job # 0 tഀ Date: 1:04PM, 11 JAN 06ഀ Ver 5.8.0, 1-Dec-2003ഀ CALC Engineering Softwareഀ Description B13ഀ Composite Steel Beamഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 20,ഀ NFPA 5000ഀ Section Nameഀ W21X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 31.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 7.500 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 0.675 k/ftഀ # 1 2.200 k 11.000ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.750 k/ft # 1 5.600 k 11.000 ftഀ ' OK Shored & Unshoredഀ Using: W21 X50, Span = 31.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ Q Bottom of Beam Actual =ഀ 21,598.5 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stress Actual =ഀ 13,008.7 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stress Actual =ഀ 3,576.1 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual =ഀ 24,961.4 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ Mil / Strans(top) Actual =ഀ 386.9 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stress Check : (Mdl +ഀ MII) / Ssഀ 29,003.4ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top * n)ഀ 699.2ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 16 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 71.72 kഀ Total req'd 1/2 Span 9studs Vh Q 100% 286.88k Vh : Used 128.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.620 ftഀ , Useഀ 5 studsഀ Zone 2 fromഀ 4.620 ftഀ toഀ 9.240 ftഀ , Useഀ 6 studsഀ Zone 3 fromഀ 9.240 ftഀ toഀ 13.860 ftഀ , Useഀ 5 studsഀ Zone 4 fromഀ 13.860 Itഀ toഀ 19.740 ftഀ , Useഀ 5 studsഀ Zone 5 fromഀ 19.740 ftഀ toഀ 25.620 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 25.620 ftഀ toഀ 31.500 ftഀ , Useഀ 6 studsഀ Page 1ഀ calcu lations.ecw: Calculationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B13ഀ Composite Steel Beamഀ Job # 4ഀ Date: 1:04PM, 11 JAN 06~Cഀ Page 2ഀ calculations. ecw:Calcu lationsഀ Deflectionsഀ I : Transformedഀ 2,711.98 in4ഀ I : Effective 2,138.24in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.294 in (after shores removed)ഀ 0.639 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.357 inഀ 0.357 inഀ Total Uncured Deflectionഀ 0.294 in L / 1285.9ഀ 0.639 in L / 591.8ഀ Composite Deflectionഀ 0.651 in L / 580.4ഀ 0.996 in L ! 379.6ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 12.85 kഀ 12.19 kഀ Compositeഀ 15.46kഀ 13.77 kഀ Max DL + LLഀ 28.31 kഀ 25.95 kഀ Analysis Valuesഀ . 1_ഀ :ഀ Maximum Momentsഀ Eഀ ffective Flange Width...ഀ Dead Load Aloneഀ 102.42 k-ft Fb : Allowഀ 33.00 psiഀ Based on Beam Span 7.875 ftഀ Dead + Constഀ 102.42 k-ft n : Strengthഀ 9.29ഀ Based on Beam Spacing 7.500 ftഀ Live Load Onlyഀ 126.37 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 228.35 k-ftഀ Effective Width 7.500 ftഀ Support Shearsഀ Shear @ Leftഀ 28.31 kഀ Shear @ Rightഀ 25.95 kഀ -ഀ Section Propertiesഀ ~ഀ Section Nameഀ W21X50ഀ Depthഀ 20.830 inഀ Ixx : Steel Sectionഀ 984.00 in4ഀ Widthഀ 6.530 inഀ I transformedഀ 2,704.88 in4ഀ Flange Thickഀ 0.535 inഀ Strans : topഀ 421.92 in3ഀ Web Thickഀ 0.380 inഀ Strains : botഀ 142.97 in3ഀ Areaഀ 14.700 in2ഀ Strans : eff @ botഀ 126.87 in3ഀ Weightഀ 49.931 9/ftഀ n'Strans : Ef @ topഀ 2,909.3 in3ഀ ]-steelഀ 984.00 in4ഀ X-X Axis from Botഀ 18.92 inഀ S steel : topഀ 94.48 in3ഀ Vh @ 100%ഀ 286.88 kഀ S steel : bottomഀ 94.48 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job# isഀ Date: 1:04PM, 11 JAN 06ഀ User:Zl -'&06238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam Page 1ഀ (c)1983-2003 ENERCALC Engineering Software calculation s.ecw:Calculationsഀ sഀ Description B14ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W1 6X26 Fy 50.00 ksiഀ Beam Span 21.500 ft f'c 3,000.00 psiഀ Beam Spacing 8.000 ft Concrete Density 145.00 pcfഀ Slab Thickness 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Height 2.000 inഀ Stud Height 3.000 inഀ Rib Spacing 12.000 inഀ Beam Weight Added Internallyഀ Rib Width 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.750 k/ftഀ # 1 k ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.840 k/ftഀ # 1 k ftഀ Summaryഀ OK Shored & Unshoredഀ Using: W16X26, Span = 21.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 20,861.8 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stress Actual =ഀ 14,025.1 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stress Actual =ഀ 4,429.0 psi:ഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual =ഀ 24,868.5 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ MII / Strans(top) Actual =ഀ 302.2 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ 29,205.1ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) /ഀ (Strans(top n)ഀ 581.4ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 10 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 48.00 kഀ Total req'd 1/2 Span 7studs Vh @ 100% 192.00k Vh : Used 80.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.583 ftഀ , Useഀ 4 studsഀ Zone 2 fromഀ 3.583 ftഀ toഀ 7.167 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 7.167 ftഀ toഀ 10.750 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 10.750 ftഀ toഀ 14.333 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 14.333 ftഀ toഀ 17.917 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 17.917 ftഀ toഀ 21.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculation s.ecw:Calculationsഀ .ഀ Description B14ഀ Deflectionsഀ I . Transformedഀ 967.74 in4ഀ I : Effective 731.38n4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.176 in (after shores removed)ഀ 0.427 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.190 inഀ 0.190 inഀ Total Uncured Deflectionഀ 0.176 in L / 1467.3ഀ 0.427 in L / 603.9ഀ Composite Deflectionഀ 0.366 in L / 704.4ഀ 0.618 in L / 417.8ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Riahtഀ Dead + Constuctiഀ on 8.34ഀ kഀ 8.34 kഀ Compositeഀ 9.03ഀ kഀ 9.03 kഀ Max DL + LLഀ 17.37ഀ kഀ 17.37 kഀ Analysis Valuesഀ tഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 44.84 k-ftഀ Fb : Allowഀ 33.00 psiഀ Based on Beam Span 5.375 ftഀ Dead + Constഀ 44.84 k-ftഀ n : Strengthഀ 9.29ഀ Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 48.54 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 93.38 k-ftഀ Effective Width 5.375 ftഀ Support Shearsഀ Shear @ Leftഀ 17.37 kഀ Shear @ Rightഀ 17.37 kഀ Section Propertiesഀ Section Nameഀ W16X26ഀ Depthഀ 15.690 inഀ Ixx : Steel Sectionഀ 301.00 in4ഀ Widthഀ 5.500 inഀ I transformedഀ 965.47 in4ഀ Flange Thickഀ 0.345 inഀ Strans : topഀ 207.49 in3ഀ Web Thickഀ 0.250 inഀ Strains : botഀ 62.14 in3ഀ Areaഀ 7.680 in2ഀ Strans : eff @ botഀ 53.71 in3ഀ Weightഀ 26.087 #/ftഀ n'Strans : Ef @ topഀ 1,370.5 in3ഀ I-steelഀ 301.00 in4ഀ X-X Axis from Botഀ 15.54 inഀ S steel : topഀ 38.37 in3ഀ Vh @ 100%ഀ 192.00 kഀ S steel : bottomഀ 38.37 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ 1983.2003 ENERCALC Engineering Softwareഀ Description B15ഀ Composite Steel Beamഀ -z:S- -ഀ Design Inputഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W12X16ഀ Fy 50.00 ksiഀ Beam Spanഀ 6.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 8.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1ഀ 0.750 k/ftഀ #1 k ftഀ Live Loadsഀ (applied after 75% curing)ഀ Wonഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.840 k/fiഀ Summaryഀ Using: W12X16, Span =ഀ #1 k ftഀ OK Shored & Unshoredഀ 6.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spec= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 4,123.7 psiഀ Unshored DL Stress Actual = 2,825.5 psiഀ Actual Shear Stress Actual = 1,978.7 psiഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 4,982.4 psiഀ MII / Strans(top) Actual = 101.4 psiഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)ഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Allowable =ഀ 45,000.0 psiഀ OKഀ Allowable =ഀ 1,350.0 psiഀ OKഀ 5,924.0ഀ 38,000.0 psiഀ 193.8ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 3 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 15.54 kഀ Total req'd 1/2 Span 2 studs Vh @ 100% 62.16k Vh : Used 24.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.083 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.083 ftഀ toഀ 2.167 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 2.167 ftഀ toഀ 3.250 ftഀ , Useഀ 0 studsഀ Zone 4 fromഀ 3.250 ftഀ toഀ 4.333 ftഀ , Useഀ 0 studsഀ Zone 5 fromഀ 4.333 ftഀ toഀ 5.417 ftഀ , Useഀ 2 studsഀ Zone 6 fromഀ 5.417 ftഀ toഀ 6.500 ftഀ , Useഀ 1 studsഀ Page 1ഀ cal c u lati on s. ecw: Calculation sഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # (~11_5 ~ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beam calculationsecw: Calculationsഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B15ഀ Deflectionsഀ I Transformedഀ 319.01 in4 I : Effectiveഀ Shored Unshoredഀ 237.22in4ഀ Before 75 % Curingഀ 0.004 in (after shores removed)ഀ 0.010 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.005 inഀ 0.005 inഀ Total Uncured Deflectionഀ 0.004 in L/####.#ഀ 0.010 in L / 7576.7ഀ Composite Deflectionഀ 0.009 in L/8319.6ഀ 0.015 in L / 5132.8ഀ Reactionsഀ i,zഀ Load Combinations...ഀ @ Leftഀ O° Rightഀ Dead + Constuctionഀ 2.49 kഀ 2.49 kഀ Compositeഀ 2.73 kഀ 2.73 kഀ Max DL + LLഀ 5.22 kഀ 5.22 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 4.05 k-ftഀ Fb : Allowഀ 33.00 psi Based on Beam Span 1.625 ftഀ Dead + Constഀ 4.05 k-ftഀ n : Strengthഀ 9.29 Based on Beam Spacing 8.000 ftഀ Live Load Onlyഀ 4.44 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 8.48 k-ftഀ Effective Width 1.625 ftഀ Support Shearsഀ Shear @ Left 5.22 kഀ Shear @ Right 5.22 kഀ Section Propertiesഀ Section Nameഀ Depthഀ Widthഀ Flange Thickഀ Web Thickഀ Areaഀ Weightഀ I-steelഀ S steel : topഀ S steel : bottomഀ W12X16ഀ 11.990 inഀ Ixx : Steel Sectionഀ 103.00 in4ഀ 3.990 inഀ I transformedഀ 317.89 in4ഀ 0.265 inഀ Strans : topഀ 56.54 in3ഀ 0.220 inഀ Strans : botഀ 29.25 in3ഀ 4.710 in2ഀ Strans : eff @ botഀ 24.68 in3ഀ 15.998 #/ftഀ n'Strans : Ef @ topഀ 386.8 in3ഀ 103.00 in4ഀ X-X Axis from Botഀ 10.87 inഀ 17.18 in3ഀ Vh @ 100%ഀ 62.16 kഀ 17.18 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # f fiSLഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beamഀ (c)1983-2003 ENERCALC Engineering Softwareഀ WERMഀ Descriptionഀ B16ഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W12X22ഀ Fy 50.00 ksiഀ Beam Spanഀ 12.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 2.250 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 0.965 k/ftഀ #1 3.800 k 4.500ftഀ Live Loads (applied after 75/ ° curing)ഀ $ഀ _ഀ . _ - T -ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.465 k/ft # 1 10.200 k 4.500 ftഀ -Summary OK Shored & Unshoredഀ Using: W 12X22, Span = 12.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 21,278.2 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 13,623.9 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 5,634.9 psiഀ `Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 25,709.5 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 598.9 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 31,464.4 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n) 1,054.4 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 6 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 21.52 kഀ Total req'd 1/2 Span 3 studs Vh @ 100% 86.06k Vh : Used 48.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.500 ftഀ , Useഀ 2 studsഀ Zone 2 fromഀ 1.500 ftഀ toഀ 3.000 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 3.000 ftഀ toഀ 4.500 ftഀ , Useഀ 1 studsഀ Zone 4 fromഀ 4.500 ftഀ toഀ 7.167 ftഀ , Useഀ 1 studsഀ Zone 5 fromഀ 7.167 ftഀ toഀ 9.833 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 9.833 ftഀ toഀ 12.500 ftഀ , Useഀ 2 studsഀ Page 1ഀ calcu lations.ecw: Calcu lationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Description B16ഀ Composite Steel Beamഀ Page 2ഀ calculations.ecw: Calculationsഀ Deflectionsഀ I : Transformedഀ 464.36 in4ഀ I : Effective 386.29in4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.070 inഀ (after shores removed) 0.173 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.080 inഀ 0.080 inഀ Total Uncured Deflectionഀ 0.070 inഀ L/2151.2 0.173 in L / 868.7ഀ Composite Deflectionഀ 0.150 inഀ L / 999.9 0.253 in L / 593.0ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 8.60 kഀ 7.54 kഀ Compositeഀ 9.43 kഀ 6.58 kഀ Max DL + LLഀ 18.04 kഀ 14.12 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 28.78 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 3.125 ftഀ Dead + Constഀ 28.78 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 2.250 ftഀ Live Load Onlyഀ 37.75 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 66.46 k-ftഀ Effective Width 2.250 ftഀ Support Shearsഀ Shear @ Leftഀ 18.04 kഀ Shear @ Rightഀ 14.12 kഀ Section Propertiesഀ ഀ Section Nameഀ W12X22ഀ Depthഀ 12.310 inഀ Ixx : Steel Sectionഀ 156.00 in4ഀ Widthഀ 4.003 inഀ I transformedഀ 462.78 in4ഀ Flange Thickഀ 0.425 inഀ Strans : topഀ 81.43 in3ഀ Web Thickഀ 0.260 inഀ Strans : botഀ 41.59 in3ഀ Areaഀ 6.480 in2ഀ Strans : eff @ botഀ 37.48 in3ഀ Weightഀ 22.011 #/ftഀ n'Strans : Ef @ topഀ 624.5 in3ഀ I-steelഀ 156.00 in4ഀ X-X Axis from Botഀ 11.13 inഀ S steel : topഀ 25.35 in3ഀ Vh @ 100%ഀ 86.06 kഀ S steel : bottomഀ 25.35 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B17ഀ Composite Steel Beamഀ Page 1ഀ calculations. ecw:Calculationsഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W12X22 Fy 50.00 ksiഀ Beam Span 12.500 ft f'c 3,000.00 psiഀ Beam Spacing 3.500 ft Concrete Density 145.00 pcfഀ Slab Thickness 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Height 2.000 inഀ Stud Height 3.000 inഀ Rib Spacing 12.000 inഀ Beam Weight Added Internallyഀ Rib Width 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 0.315k/ftഀ #1 k ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.350 k/ft # 1 k 4.500 ftഀ Summary OK Shored & Unshoredഀ m Using: W12X22, Span = 12.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 4,411.5 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 3,116.4 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 1,341.6 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 5,363.9 psi Allowable = 45,000.0 psi OKഀ Mill / Strans(top) Actual = 85.3 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 6,353.0 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + Mil) / (Strans:top' n) 167.4 1,350.0 psiഀ Shear Studs & Shear Transferഀ 4. - -ഀ Actual # Studs 6 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 29.88 kഀ Total req'd 1/2 Span 4studs Vh @ 100% 119.53k Vh : Used 48.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 2.083 ftഀ , Useഀ 2 studsഀ Zone 2 fromഀ 2.083 ftഀ toഀ 4.167 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 4.167 ftഀ toഀ 6.250 ftഀ , Useഀ 1 studsഀ Zone 4 fromഀ 6.250 ftഀ toഀ 8.333 ftഀ , Useഀ 1 studsഀ Zone 5 fromഀ 8.333 ftഀ toഀ 10.417 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 10.417 ftഀ toഀ 12.500 ftഀ , Useഀ 2 studsഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope:ഀ Rev: 580001 Page 2ഀ User: KW-0606238, Ver5.8.0, t-Dec-2003 Composite Steel Beam calculations.ecw:Calculationsഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B17ഀ Deflectionsഀ ഀ I : Transformedഀ 511.85 in4ഀ I : Effective 381.5CIn4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.017 Inഀ (after shores removed) 0.041 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.017 inഀ 0.017 inഀ Total Uncured Deflectionഀ 0.017 inഀ L / 8968.8ഀ 0.041 in L / 3667.4ഀ Composite Deflectioഀ n 0.034 inഀ L / 4397.7ഀ 0.058 in L / 2574.2ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Riahtഀ Dead + Constuctionഀ 2.11 kഀ 2.11 kഀ Compositeഀ 2.19 kഀ 2.19 kഀ Max DL + LLഀ 4.29 kഀ 4.29 kഀ Analysis Valuesഀ Effective Flange Width...ഀ Maximum Momentsഀ 58 k-ft Fbഀ 6ഀ : Allowഀ 33.00 psi Based on Beam Span 3.125 ftഀ Dead Load Aloneഀ Dead + Constഀ .ഀ 6.58 k-ft n :ഀ Strengthഀ 9.29 Based on Beam Spacing 3.500 ftഀ Live Load Onlyഀ 6.84 k-ft n :ഀ Deflectionഀ 9.19ഀ Effective Width 3.125 ftഀ Dead + Live 13.42 k-ftഀ Support Shearsഀ Shear @ Leftഀ 4.29 kഀ Shear @ Rightഀ 4.29 kഀ Section Propertiesഀ Section Nameഀ W12X22ഀ Depthഀ 12.310 inഀ Ixx : Steel Sectionഀ Widthഀ 4.003 inഀ I transformedഀ Flange Thickഀ 0.425 inഀ Strans : topഀ Web Thickഀ 0.260 inഀ Strans : botഀ Areaഀ 6.480 in2ഀ Strans : eff @ botഀ Weightഀ 22.011 #/ftഀ n*Strans : Ef @ topഀ I-steelഀ 156.00 in4ഀ X-X Axis from Botഀ S steel : topഀ 25.35 in3ഀ Vh @ 100%ഀ S steel : bottomഀ 25.35 in3ഀ 156.00 in4ഀ 510.32 in4ഀ 103.57 in3ഀ 42.95 in3ഀ 36.50 in3ഀ 695.9 in3ഀ 11.88 inഀ 119.53kഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ (c)1983.2003 ENERഀ IMMEEMMEMMIMഀ Descriptionഀ Verഀ 1-Dec-2003ഀ neering Softwareഀ B18ഀ Composite Steel Beamഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Page 1ഀ calculations.ecw:calcu lationsഀ Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Design Inputഀ Section Nameഀ W16X26ഀ Fy 50.00 kslഀ Beam Spanഀ 25.000 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 4.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1ഀ 0.370 k/ftഀ #1 k ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ # 1 0.415 k/ftഀ Point Loads...ഀ # 1 k 4.500 ftഀ Summary OK Shored & Unshoredഀ Using: W16X26, Span = 25.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 13,537.6 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 9,678.0 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 2,584.7 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 16,604.7 psiഀ Mil / Strans(top) Actual = 250.5 psiഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top * n)ഀ Allowable =ഀ Allowable =ഀ 19,818.2ഀ 489.6ഀ 45,000.0 psiഀ 1,350.0 psiഀ 38,000.0 psiഀ 1,350.0 psiഀ OKഀ OKഀ Shear Studs & Shear Transferഀ Actual # Studsഀ 12 per 1/2 beam spanഀ Stud Capacity 8.ഀ 00 kഀ V'hഀ : minഀ 38.25 kഀ Total req'd 1/2 Spanഀ 5 studs Vh @ 100% 153ഀ .00kഀ Vh :ഀ Usedഀ 96.00 kഀ Zone 1 fromഀ 0.000 ft to 4.167 ftഀ , Useഀ 4 studsഀ Zone 2 fromഀ 4.167 ft to 8.333 ftഀ , Useഀ 5 studsഀ Zone 3 fromഀ 8.333 ft to 12.500 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 12.500 ft to 16.667 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 16.667 ft to 20.833 ftഀ , Useഀ 5 studsഀ Zone 6 fromഀ 20.833 ft to 25.000 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # /ഀ Date: 1:04PM, 11 JAN 06ഀ EL : 580001 Page 1ഀ r. KW-0606238, V.15.8.0, 1-Dec-2003 Composite Steel Beamഀ W 06 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B19ഀ Design Input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W18X35 Fy 50.00 ksiഀ Beam Span 8.500 ft f'c 3,000.00 psiഀ Beam Spacing 0.000 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.670 k/ftഀ # 1ഀ 8.600 kഀ 1.250ftഀ # 2 k/ftഀ # 2ഀ 1.500 kഀ 3.750ftഀ # 3 k/ftഀ # 3ഀ 7.100 kഀ 4.500 ftഀ Live Loads (applied after 75% curing)ഀ .ഀ ഀ .ഀ ~ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1' k/ftഀ # 1ഀ 9.400 kഀ 1.250 ftഀ # 2 k/ftഀ # 2ഀ 3.500 kഀ 3.750 ftഀ # 3 k/ftഀ # 3ഀ 7.400 kഀ 4.500 ftഀ Summary No Good Shored, OK Unshored,ഀ Using: W18X35, Span = 8.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 11,748.7 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 6,050.7 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 5,266.8 psi Allowable = 20,000.0 psi OKഀ Shear Studs & Shear Transferഀ Actual # Studs 4 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 0.00 kഀ Total req'd 1/2 Span 2 studs Vh @ 100% 0.00k Vh : Used 0.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.492 ftഀ , Useഀ 1 studsഀ Zone 2 fromഀ 1.492 ftഀ toഀ 2.984 ftഀ , Useഀ 2 studsഀ Zone 3 fromഀ 2.984 ftഀ toഀ 4.477 ftഀ , Useഀ 1 studsഀ Zone 4 fromഀ 4.477 ftഀ toഀ 5.818 ftഀ , Useഀ 1 studsഀ Zone 5 fromഀ 5.818 ftഀ toഀ 7.159 ftഀ , Useഀ 1 studsഀ Zone 6 fromഀ 7.159 ftഀ toഀ 8.500 ftഀ , Useഀ 2 studsഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 11,748.7 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 925.3 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 11,748.7 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n) 1,907.9 1,350.0 psiഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Composite Steel Beamഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineerina Softwareഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Page 2ഀ calcu Iations.ecw:Calcu lationsഀ Description B19ഀ ഀ -ഀ Deflectionsഀ MAW"ഀ I : Transformedഀ 510.00 in4 Iഀ : Effective 510 00 n4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.024 in (after shores removed)ഀ 0.024 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.022 inഀ 0.022 inഀ Total Uncured Deflectionഀ 0.024 in L/4273.3ഀ 0.024 in L / 4273.3ഀ Composite Deflectionഀ 0.046 in L / 2214.7ഀ 0.046 in L / 2215.3ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 14.51 kഀ 8.68 kഀ Compositeഀ 13.46 kഀ 6.84 kഀ Max DL + LLഀ 27.97 kഀ 15.53 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 29.06 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 2.125 ftഀ Dead + Constഀ 29.06 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 0.000 ftഀ Live Load Onlyഀ 27.36 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 56.42 k-ftഀ Effective Width 0.000 ftഀ Support Shearsഀ Shear @ Leftഀ 27.97 kഀ Shear @ Rightഀ 15.53 kഀ Section Propertiesഀ Section Nameഀ W18X35ഀ Depthഀ 17.700 inഀ Ixx : Steel Sectionഀ 510.00 in4ഀ Widthഀ 6.000 inഀ I transformedഀ 510.00 in4ഀ Flange Thickഀ 0.425 inഀ Strans : topഀ 38.20 in3ഀ Web Thickഀ 0.300 inഀ Strans : botഀ 57.63 in3ഀ Areaഀ 10.300 in2ഀ Strans : eff @ botഀ 57.63 in3ഀ Weightഀ 34.986 #/ftഀ n"Strans : Ef @ topഀ 535.3 in3ഀ I-steelഀ 510.00 in4ഀ X-X Axis from Botഀ 8.85 inഀ S steel : topഀ 57.63 in3ഀ Vh @ 100%ഀ 0.00 kഀ S steel : bottomഀ 57.63 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ nev: aowU iഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B20ഀ Composite Steel Beamഀ Page 1ഀ calculations.ecw:Calcu lationsഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Nameഀ W18X40ഀ Fy 50.00 ksiഀ Beam Spanഀ 21.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 5.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 k/ftഀ # 1ഀ 14.500 kഀ 9.250ftഀ Trapezoidal Loads...ഀ # 1 @ Left 0.610 k/ftഀ @ Rightഀ 0.610 k/ftഀ ഀ 9.250 ftഀ # 2 @ Left 0.460 k/ftഀ @ Rightഀ 0.460 k/ftഀ 9.250ഀ 21.500 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 k/ftഀ # 1ഀ 13.500 kഀ 9.250 ftഀ Trapezoidal Loads...ഀ # 1 @ Left 0.675 k/ftഀ @ Rightഀ 0.675 k/ftഀ ഀ 9.250 ftഀ # 2 @ Left 0.515 k/ftഀ @ Rightഀ 0.515 k/ftഀ 9.250ഀ 21.500 ftഀ Summaryഀ OK Shored & Unshoredഀ Rഀ W18X40, Span = 21.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Using:ഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 28,171.9 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stress Actual =ഀ 18,956.9 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stress Actual =ഀ 5,163.8 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 32,766.8 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 525.3 psi Allowable = 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + Mil) / Ss 37,185.1 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top' n) 1,071.5 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 10 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 47.81 kഀ Total req'd 1/2 Span 6studs Vh @ 100% 191.25k Vh : Used 80.00 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 3.106 ftഀ , Useഀ 3 studsഀ Zone 2 fromഀ 3.106 ftഀ toഀ 6.211 ftഀ , Useഀ 4 studsഀ Zone 3 fromഀ 6.211 ftഀ toഀ 9.317 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 9.317 ftഀ toഀ 13.378 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 13.378 ftഀ toഀ 17.439 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 17.439 ftഀ toഀ 21.500 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # 6-0ഀ 1:04PM, 11 JAN 06ഀ User: KW-0606238, Ver 5-8.0, 1ഀ (c)1983-2003 ENERCALC Engiiഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw: Calculationsഀ Description B20ഀ -M. - I - -ഀ Deflectionsഀ I : Transformed 1,639.91 in4 I : Effective 1,276.81in4ഀ Shored Unshoredഀ Before 75 % Curing 0.209 in (after shores removed) 0.436 inഀ Construction Loads Only 0.000 in 0.000 inഀ After 75% Curing 0.202 in 0.202 inഀ Total Uncured Deflection 0.209 in L / 1234.9 0.436 in L / 591.9ഀ Composite Deflection 0.411 in L / 627.8 0.638 in L / 404.5ഀ Reactionsഀ Load Combinations... @ Left @ Rightഀ Dead + Constuction 14.73 k 11.91 kഀ Compositeഀ 14.39 kഀ 11.66 kഀ Max DL + LLഀ 29.12 kഀ 23.58 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 108.02 k-ftഀ Fb : Allowഀ 33.00 psiഀ Based on Beam Span 5.375 ftഀ Dead + Constഀ 108.02 k-ftഀ n : Strengthഀ 9.29ഀ Based on Beam Spacing 5.000 ftഀ Live Load Onlyഀ 103.87 k-ftഀ n : Deflectionഀ 9.19ഀ Dead + Liveഀ 211.89 k-ftഀ Effective Width 5.000ftഀ Support Shearsഀ Shear @ Leftഀ 29.12 kഀ Shear @ Rightഀ 23.58 kഀ Section Propertiesഀ Section Nameഀ W18X40ഀ Depthഀ 17.900 inഀ Ixx : Steel Sectionഀ 612.00 in4ഀ Widthഀ 6.015 inഀ I transformedഀ 1,635.20 in4ഀ Flange Thickഀ 0.525 inഀ Strans : topഀ 255.46 in3ഀ Web Thickഀ 0.315 inഀ Strans : botഀ 102.21 in3ഀ Areaഀ 11.800 in2ഀ Strans : off @ botഀ 90.26 in3ഀ Weightഀ 40.081 #/ftഀ n'Strans : Ef @ topഀ 1,759.1 in3ഀ I-steelഀ 612.00 in4ഀ X-X Axis from Botഀ 16.00 inഀ S steel : topഀ 68.38 in3ഀ Vh @ 100%ഀ 191.25 kഀ S steel : bottomഀ 68.38 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ 1-Dec-2003 Composite Steel Beamഀ ineerinc Softwareഀ #1 k ftഀ Description B21ഀ Design Iഀ nputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W12X16ഀ Fy 50.00 ksiഀ Beam Spanഀ 6.750 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 7.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29;000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.610 k/ftഀ # 1 k 6.750ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1 0.675 k/fiഀ Summary; _ഀ Using: W 12X16, Span =ഀ Job # Vഀ Date: 1:04PM, 11 JAN 06ഀ Page 1ഀ calculations.ecw: calculationsഀ OK Shored & Unshoredഀ 6.75ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Eഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 3,026.9 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 2,490.1 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress ; Actual =ഀ 1,664.6 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 4,060.6 psiഀ Allowable =ഀ 45,000.0 psi OKഀ MII / Strans(top) Actual = 85.4 psiഀ Allowable =ഀ 1,350.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ssഀ 5,175.2ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)ഀ 164.7ഀ 1,350.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 10 per 1/2 beam spanഀ Stud Capacity 8.00 k V'h : min 16.14 kഀ Total req'd 1/2 Span 3studs Vh @ 100% 64.55k Vh : Used 64.55 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 1.125 ftഀ , Useഀ 4 studsഀ Zone 2 fromഀ 1.125 ftഀ toഀ 2.250 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 2.250 ftഀ toഀ 3.375 ftഀ , Useഀ 3 studsഀ Zone 4 fromഀ 3.375 ftഀ toഀ 4.500 ftഀ , Useഀ 3 studsഀ Zone 5 fromഀ 4.500 ftഀ toഀ 5.625 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 5.625 ftഀ toഀ 6.750 ftഀ , Useഀ 4 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw: Calculationsഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ ഀ Description B21ഀ Deflectionsഀ I : Transformedഀ 322.89 in4ഀ I : Effective 322.8Gin4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.003 in (after shores removed)ഀ 0.010 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.003 inഀ 0.003 inഀ Total Uncured Deflectionഀ 0.003 in L/####.#ഀ 0.010 in L / 8278.8ഀ Composite Deflectionഀ 0.006 in L/####.#ഀ 0.013 in L/ 6160.0ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 2.11 kഀ 2.11 kഀ Compositeഀ 2.28 kഀ 2.28 kഀ Max DL + LLഀ 4.39 kഀ 4.39 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 3.57 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 1.687 ftഀ Dead + Constഀ 3.57 k-ft n : Strengthഀ 9.29 Based on Beam Spacing 7.000 ftഀ Live Load Onlyഀ 3.84 k-ft n : Deflectionഀ 9.19ഀ Dead + Liveഀ 7.41 k-ftഀ Effective Width 1.687 ftഀ Support Shearsഀ Shear @ Leftഀ 4.39 kഀ Shear @ Rightഀ 4.39 kഀ Section Propertiesഀ Section Nameഀ W12X16ഀ Depthഀ 11.990 inഀ Ixx : Steel Sectionഀ 103.00 in4ഀ Widthഀ 3.990 inഀ I transformedഀ 321.78 in4ഀ Flange Thickഀ 0.265 inഀ Strans : topഀ 58.13 in3ഀ Web Thickഀ 0.220 inഀ Strans : botഀ 29.38 in3ഀ Areaഀ 4.710 in2ഀ Strans : eff @ botഀ 29.38 in3ഀ Weightഀ 15.998 #/ftഀ n*Strans : Ef @ topഀ 539.9 in3ഀ I-steelഀ 103.00 in4ഀ X-X Axis from Botഀ 10.95 inഀ S steel : topഀ 17.18 in3ഀ Vh @ 100%ഀ 64.55 kഀ S steel : bottomഀ 17.18 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # ( f Aഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Uec-ഀ (c)1983-2003 ENERCALC Engineerinഀ Description B24ഀ Composite Steel Beamഀ Page 1ഀ calcu lations.ecw: Calculationsഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ .ഀ Section Name W14X22ഀ Fy 50.00 ksiഀ Beam Spanഀ 13.500 ftഀ f'c 3,000.00 psiഀ Beam Spacingഀ 1.000 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientation Perpendicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 k/ftഀ #1 1.100 k 1.500ftഀ #2 k/ftഀ #2 1.100 k 8.000ftഀ #3 k/ftഀ #3 0.800 k 11.500 ftഀ Trapezoidal Loads...ഀ #1 @ Left 0.360 k/ftഀ @ Rightഀ 0.520 k/ft 6.000 ftഀ #2 @ Left 1.305 k/ftഀ @ Rightഀ 1.485 k/ft 6.000 13.500 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads... Fഀ Point Loads...ഀ # 1 k/ft # 1 2.900 k 1.500 ftഀ # 2 k/ft # 2 2.900 k 8.000 ftഀ # 3 k/ft # 3 2.200 k 11.500 ftഀ Trapezoidal Loads...ഀ # 1 @ Left 0.400 k/ft @ Right 0.575 k/ft 6.000 ftഀ # 2 @ Left 1.450 k/ft @ Right 1.650 k/ft 6.000 13.500 ftഀ >Ummary No Good Shored, OK Unshored,ഀ Using: W14X22, Span = 13.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 20,142.5 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Unshored DL Stress Actual =ഀ 12,103.8 psiഀ Allowable =ഀ 33,333.0 psiഀ OKഀ Actual Shear Stress Actual =ഀ 7,250.9 psiഀ Allowable =ഀ 20,000.0 psiഀ OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual =ഀ 23,738.0 psiഀ Allowable =ഀ 45,000.0 psiഀ OKഀ MII / Strans(top) Actual =ഀ 980.1 psiഀ Allowable =ഀ 1,350.0 psiഀ OKഀ Alternate Unshored Stress Check : (Mdl +ഀ MII) / Ssഀ 28,646.1ഀ 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n)ഀ 1,696.9ഀ 1,350.0 psiഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B24ഀ Composite Steel Beamഀ _ _ഀ Shear Studs & Shear Transferഀ Actual # Studs 7 per 1/2 beam spanഀ Stud Capacityഀ Total req'd 1/2 Span 2 studs Vh @ 100%ഀ Page 2ഀ calculations.ecw:Calculationsഀ 8.00 k V'h : min 9.56 kഀ 38.25k Vh : Used 38.25 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 2.670 ftഀ , Use 2 studsഀ Zone 2 fromഀ 2.670 ftഀ toഀ 5.340 ftഀ , Use 3 studsഀ Zone 3 fromഀ 5.340 ftഀ toഀ 8.010 ftഀ , Use 2 studsഀ Zone 4 fromഀ 8.010 ftഀ toഀ 9.840 ftഀ , Use 2 studsഀ Zone 5 fromഀ 9.840 ftഀ toഀ 11.670 ftഀ , Use 2 studsഀ Zone 6 fromഀ 11.670 ftഀ toഀ 13.500 ftഀ , Use 3 studsഀ Deflectionsഀ I :Transformedഀ 423.15 in4ഀ I : Effective 423.15n4ഀ Shoredഀ Unshoredഀ Before 75 % Curinഀ gഀ 0.075 inഀ (after shores removed) 0.159 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.101 inഀ 0.101 inഀ Total Uncured Deflectionഀ 0.075;nഀ L/2164.9ഀ 0.159 in L/ 1018.1ഀ Composite Deഀ flectionഀ 0.176 inഀ L / 920.0ഀ 0.260 in L / 622.3ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 6.55 kഀ 9.85 kഀ Compositeഀ 9.48 kഀ 13.07 kഀ Max DL + LLഀ 16.04 kഀ 22.91 kഀ Analysis Valuesഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 29.22 k-ftഀ Fbഀ : Allowഀ 33.00 psi Based on Beam Span 3.375 ftഀ Dead + Constഀ 29.22 k-ftഀ n :ഀ Strengthഀ 9.29 Based on Beam Spacing 1.000 ftഀ Live Load Onlyഀ 39.94 k-ftഀ n :ഀ Deflectionഀ 9.19ഀ Dead + Liveഀ 69.15 k-ftഀ Effective Width 1.000ftഀ Support Shearsഀ Shear @ Leftഀ 16.04 kഀ Shear @ Rightഀ 22.91 kഀ Section Propertiesഀ ഀ Section Nameഀ W74X22ഀ Depthഀ 13.740 inഀ Ixx : Steഀ el Sectionഀ 199.00 in4ഀ Widthഀ 5.000 inഀ I transformedഀ 421.54 in4ഀ Flange Thickഀ 0.335 inഀ Strans :ഀ topഀ 52.64 in3ഀ Web Thickഀ 0.230 inഀ Strans :ഀ botഀ 41.20 in3ഀ Areaഀ 6.490 in2ഀ Strans :ഀ eff @ botഀ 41.20 in3ഀ Weightഀ 22.045 #/ftഀ n`Strans : Ef @ topഀ 489.0 in3ഀ I-steelഀ 199.00 in4ഀ X-X Axis from Botഀ 10.23 inഀ S steel : topഀ 28.97 in3ഀ Vh @ 100%ഀ 38.25 kഀ S steel : bottomഀ 28.97 in3ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # 6'r ~l~ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Composite Steel Beamഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Descriptionഀ BA 17' REVISEDഀ Page 1ഀ calculations.ecw: Calcu lationsഀ ഀ - -ഀ Code Ref: AISC 9th ASD 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Design Inputഀ - r -ഀ Section Nameഀ =rഀ W21 X50ഀ Fy 50.00 ksiഀ Beam Spanഀ 17.000 ftഀ f'c 3,500.00 psiഀ Beam Spacingഀ 21.500 ftഀ Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameter 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Height 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Partial Composite Actionഀ Rib Orientationഀ Perpenഀ dicularഀ Elastic Modulus 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loadsഀ #1ഀ 0.670 k/ftഀ #1 1.500 k 0.500ftഀ #2ഀ 3.760 k/ftഀ #2 1.500 k 11.000ftഀ #3ഀ k/ftഀ #3 1.000 k 11.500 ftഀ #4ഀ k/ftഀ #4 13.400 k 16.000ftഀ #5 10.100 k 8.000ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 1.075 k/ftഀ # 1ഀ 3.300 kഀ 0.500 ftഀ # 2ഀ k/ftഀ # 2ഀ 3.300 kഀ 11.000 ftഀ # 3ഀ k/ftഀ # 3ഀ 2.000 kഀ 11.500 ftഀ # 4ഀ k/ftഀ # 4ഀ 18.300 kഀ 16.000 ftഀ # 5ഀ 12.300 kഀ 8.000 ftഀ rഀ Summary No Good Shored, OK Unshored,ഀ Using: W21X50, Span = 17.00ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slab Iഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 33,163.9 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 27,629.3 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 11,732.8 psi Allowable = 20,000.0 psi OKഀ Shear Studs & Shear Transferഀ Actual # Studs 8 per 1/2 beam spanഀ Stud Capacity 8.60 k V'h : min 72.03 kഀ Total req'd 1/2 Span 9studs Vh @ 100% 189.66k Vh : Used 68.80 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 2.682 ftഀ , Useഀ 3 studsഀ Zone 2 fromഀ 2.682 ftഀ toഀ 5.364 ftഀ , Useഀ 3 studsഀ Zone 3 fromഀ 5.364 ftഀ toഀ 8.047 ftഀ , Useഀ 2 studsഀ Zone 4 fromഀ 8.047 ftഀ toഀ 11.031 ftഀ , Useഀ 2 studsഀ Zone 5 fromഀ 11.031 ftഀ toഀ 14.016 ftഀ , Useഀ 3 studsഀ Zone 6 fromഀ 14.016 ftഀ toഀ 17.000 ftഀ , Useഀ 3 studsഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 39,076.1 psi Allowable = 45,000.0 psi OKഀ VIII / Strans(top) Actual = 543.6 psi Allowable = 1,575.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 42,192.2 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans:top ' n) 1,575.1 1,575.0 psiഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ __1983-2003 ENERCALC Encineering Softwareഀ Lഀ Description BA 17' REVISEDഀ Composite Steel Beamഀ Page 2ഀ calcu Iations.ecw:Calculationsഀ Deflectionsഀ I : Transformedഀ Before 75 % Curingഀ Construction Loads Onlyഀ After 75% Curingഀ Total Uncured Deflectionഀ Composite Deflectionഀ rഀ 1 -2ഀ 2,377.55 in4ഀ Effectiveഀ I :ഀ 823.33in4ഀ Shoredഀ Unshoredഀ 0.208 in (after shores removed)ഀ 0.386 inഀ 0.000 inഀ 0.000 inഀ 0.106 inഀ 0.106 inഀ 0.208 in L / 979.4ഀ 0.386 inഀ L / 528.6ഀ 0.315 in L / 648.5ഀ 0.492 inഀ L / 414.5ഀ Reactionsഀ Load Combinations... @ Left @ Rightഀ Dead + Constuction 46.52 k 57.14 kഀ Composite 21.74 k 35.73 kഀ Max DL + LL 68.26 k 92.87 kഀ Analysis Valuesഀ Maximum Momentsഀ Dead Load Aloneഀ Dead + Constഀ Live Load Onlyഀ Dead + Liveഀ Support Shearsഀ Shear @ Leftഀ Shear @ Rightഀ - Effective Flange Width...ഀ 217.53 k-ft Fb : Allow 33.00 psi Based on Beam Spanഀ 217.53 k-ft n : Strength 8.60 Based on Beam Spacingഀ 114.66 k-ft n : Deflection 8.51ഀ 332.19 k-ft Effective Widthഀ 68.26 kഀ 92.87 kഀ 4.250 ftഀ 21.500 ftഀ 4.250 ftഀ Section Propertiesഀ Section Nameഀ W21 X50ഀ Depthഀ 20.830 inഀ Widthഀ 6.530 inഀ Flange Thickഀ 0.535 inഀ Web Thickഀ 0.380 inഀ Areaഀ 14.700 in2ഀ Weightഀ 49.931 #/ftഀ I-steelഀ 984.00 in4ഀ S steel : topഀ 94.48 in3ഀ S steel : bottomഀ 94.48 in3ഀ Ixx : Steel Sectionഀ I transformedഀ Strans : topഀ Strans : botഀ Strans : eff @ botഀ n'Strans : Ef @ topഀ X-X Axis from Botഀ Vh @ 100%ഀ 984.00 in4ഀ 2,370.06 in4ഀ 294.29 in3ഀ 137.18 in3ഀ 120.20 in3ഀ 1,847.5 in3ഀ 17.28 inഀ 189.66 kഀ Job#ഀ Date: 1:04PM, 11 JAN 06ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # 6~ ~~~JJJJഀ Date: 1:04PM, 11 JAN 06 ~Jഀ Hev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 Composite Steel Beamഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description BB 27.25'ഀ Page 1ഀ calculations. sow: Calculationsഀ Design input Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ aഀ Section Name W24X117 Fy 50.00 ksiഀ Beam Span 27.250 ft f'c 3,500.00 psiഀ Beam Spacing 21.500 ft Concrete Density 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameterഀ 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Heightഀ 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Full Composite Actionഀ Rib Orientationഀ Perpendicularഀ Elastic Modulusഀ 29,000.00 ksiഀ Beam Locationഀ Slab Both Sidesഀ Dead Loadsഀ (applied before 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 5.570 k/ftഀ # 1ഀ 2.100 kഀ 0750ftഀ # 2ഀ k/ftഀ # 2ഀ 3.600 kഀ 5.250ftഀ # 3ഀ k/ftഀ # 3ഀ 1.500 kഀ 9.750 ftഀ Live Loadsഀ (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ # 1ഀ 2.325 k/ftഀ # 1ഀ 4.400 kഀ 0.750 ftഀ # 2ഀ k/ftഀ # 2ഀ 7.600 kഀ 5.250 ftഀ # 3ഀ k/ftഀ # 3ഀ 3.500 kഀ 9.750 ftഀ """"'y No Good Shored, OK Unshored,ഀ Using: W24X117, Span = 27.25ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slatഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual =ഀ 29,071.1 psiഀ Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual =ഀ 22,432.1 psiഀ Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual =ഀ 9,573.2 psiഀ Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 31,731.2 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 537.8 psi Allowable = 1,575.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 32,933.3 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + MII) / (Strans(top' n) 1,681.4 1,575.0 psiഀ Shear Studs & Shear Transferഀ Actual # Studs 13 per 1/2 beam spanഀ Stud Capacity 5.28 k V'h : min 304.01 kഀ Total req'd 1/2 Span 58 studs Vh @ 100% 304.01 k Vh : Used 68.58 kഀ Zone 1 fromഀ 0.000 ftഀ toഀ 4.360 ftഀ , Useഀ 4 studsഀ Zone 2 fromഀ 4.360 ftഀ toഀ 8.720 ftഀ , Useഀ 5 studsഀ Zone 3 fromഀ 8.720 ftഀ toഀ 13.080 ftഀ , Useഀ 4 studsഀ Zone 4 fromഀ 13.080 ftഀ toഀ 17.803 ftഀ , Useഀ 4 studsഀ Zone 5 fromഀ 17.803 ftഀ toഀ 22.527 ftഀ , Useഀ 4 studsഀ Zone 6 fromഀ 22.527 ftഀ toഀ 27.250 ftഀ , Useഀ 5 studsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date. 1:04PM, 11 JAN 06ഀ Rev: 580001ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description BB 27.25'ഀ Composite Steel Beamഀ Page 2ഀ calculation s.ecw: Calculationsഀ Deflectionsഀ I : Transformed 6,898.44 in4 I : Effective 5,135.14in4ഀ Shored Unshoredഀ Before 75 % Curing 0.491 in (after shores removed) 0.712 inഀ Construction Loads Only 0.000 in 0.000 inഀ After 75% Curing 0.231 in 0.231 inഀ Total Uncured Deflection 0.491 in L / 666.5 0.712 in L / 459.4ഀ Composite Deflection 0.722 in L / 452.9 0.943 in L / 346.8ഀ Reactionsഀ Load Combinations...ഀ @ Leftഀ @ Rightഀ Dead + Constuctionഀ 83.40 kഀ 78.77 kഀ Compositeഀ 44.34 kഀ 34.52 kഀ Max DL + LLഀ 127.74 kഀ 113.29 kഀ Analysis Valuesഀ 6ഀ Maximum Momentsഀ Effective Flange Width...ഀ Dead Load Aloneഀ 545.54 k-ft Fb : Allowഀ 33.00 psi Based on Beam Span 6.812 ftഀ Dead + Constഀ 545.54 k-ft n : Strengthഀ 8.60 Based on Beam Spacing 21.500 ftഀ Live Load Onlyഀ 256.20 k-ft n : Deflectionഀ 8.51ഀ Dead + Liveഀ 800.93 k-ftഀ Effective Width 6.812 ftഀ Support Shearsഀ Shear @ Leftഀ 127.74 kഀ Shear @ Rightഀ 113.29 kഀ Section Propertiesഀ Section Nameഀ W24X117ഀ Depthഀ 24.260 inഀ Ixx : Steel Sectionഀ 3,540.00 in4ഀ Widthഀ 12.800 inഀ I transformedഀ 6,877.04 in4ഀ Flange Thickഀ 0.850 inഀ Strans : topഀ 664.70 in3ഀ Web Thickഀ 0.550 inഀ Strans : botഀ 373.47 in3ഀ Areaഀ 34.400 in2ഀ Strans : eff @ botഀ 330.61 in3ഀ Weightഀ 116.846 #/ftഀ n'Strans : Ef @ topഀ 4,032.8 in3ഀ I-steelഀ 3,540.00 in4ഀ X-X Axis from Botഀ 18.41 inഀ S steel : topഀ 291.84 in3ഀ Vh @ 100%ഀ 304.01 kഀ S steel : bottomഀ 291.84 in3ഀ Title : Jobഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scopeഀ Rev: 580006 Page 1ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Beam Designഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description BB POINT LOAD TO MID LEVEL TRANSFER BEAMഀ General Informationഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Steel Section : W24X117ഀ FY 50.OOksiഀ Pinned-Pinnedഀ Load Duration Factor 1.00ഀ Center Spanഀ 27.25 ftഀ Bm Wt. Added to Loadsഀ Elastic Modulus 29,000.0 ksiഀ Left Cant.ഀ 4.00 ftഀ LL & ST Act Togetherഀ Right Cantഀ 0.00 itഀ Lu : Unbraced Lengthഀ 0.00 itഀ Distributed Loadsഀ Note! Short Term Loads Are WIND Loads.ഀ #1ഀ #2ഀ #3 #4ഀ #5 #6 #7ഀ DL 5.687ഀ k/ftഀ LL 2.325ഀ k/ftഀ STഀ k/ftഀ Start Locationഀ ftഀ End Locationഀ ftഀ Point Loadsഀ #2ഀ 1.500ഀ 3.500ഀ #3 #4 #5ഀ 1.500 57.100ഀ 3.500 35.700ഀ 0.750 9.750 -4.000ഀ Note! Short Term Loads Are WIND Loads.ഀ #7ഀ kഀ kഀ kഀ ftഀ Dead Load 3.600ഀ Live Load 7.600ഀ Short Termഀ Location 5.250ഀ Summary Beam OKഀ Static Load Case Governs Stressഀ Using: W24X117 section, Span = 27.25ft, Fy = 50.Oksi, Left Cant. = 4.00ft, Right Cant. = O.OOftഀ End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000ഀ Actual Allowableഀ Moment 674.971 k-ft 800.250 k-ft Max. Deflection -0.846 inഀ fb : Bending Stress 27.834 ksi 33.000 ksi Length/DL Defl 637.8 :1ഀ fb / Fb 0.843 : 1 Length/(DL+LL Defl) 304.0 :1ഀ Shear 137.957 k 266.860 kഀ fv : Shear Stress 10.339 ksi 20.000 ksiഀ fv / Fv 0.517 : 1ഀ Force & Stress Summaryഀ These columns are Dead + Live Load placed as noted »ഀ DLഀ LL LL+ST LL LL+STഀ Maximumഀ Onlyഀ @ Center @ Center @ Cants @ Cantsഀ Max. M + 674.97 k-ftഀ 425.32ഀ 674.97 356.63 k-ftഀ Max. M -ഀ -274.83ഀ -274.83 -436.23 k-ftഀ Max. M @ Leftഀ -274.83ഀ -274.83 -436.23 k-ftഀ Max. M @ Rightഀ k-ftഀ Shear @ Left 137.96 kഀ 94.49ഀ 137.96ഀ 124.30ഀ kഀ Shear @ Right 104.75 kഀ 70.26ഀ 104.75ഀ 64.34ഀ kഀ Center Defl. -0.846 inഀ -0.513ഀ -0.846ഀ -0.846ഀ -0.390ഀ -0.390 inഀ Left Cant Defl 0.316 inഀ 0150ഀ 0.316ഀ 0.316ഀ 0.039ഀ 0.039 inഀ Right Cant DO 0.000 inഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ ...Query DO @ 0.000 ftഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000ഀ 0.000 inഀ Reaction @ Left 269.19ഀ 174.81ഀ 218.27ഀ 218.27ഀ 225.73ഀ 225.73 kഀ Reaction @ Rt 104.75ഀ 70.26ഀ 104.75ഀ 104.75ഀ 64.34ഀ 64.34 kഀ Fa calc'd per Eq. E2-1, K*Ur < Ccഀ I Beam Passes Table B5.1, Fb per Eq. Fഀ 1-1, Fb = 0.66 FYഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ User a-ഀ 36ഀ 06238, Ver5.8.0, 1-Dec-2003 Steel Beam Design Page 2ഀ 1 (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description BB POINT LOAD TO MID LEVEL TRANSFER BEAMഀ Section Propertiesഀ W24X117ഀ Depthഀ 24.260 inഀ Weightഀ 116.85 #/ftഀ Web Thickഀ 0.550 inഀ Ixxഀ 3,540.000 in4ഀ Widthഀ 12.800 inഀ lyyഀ 297.000 in4ഀ Flange Thickഀ 0.850 inഀ Sxxഀ 291.000 in3ഀ Areaഀ 34.40 in2ഀ Syyഀ 46.500 in3ഀ Rtഀ 3.370 inഀ R-xxഀ 10.100 inഀ Values for LRFD Design...ഀ .ഀ R-yyഀ 2.940 inഀ Jഀ 6.720 in4ഀ Zxഀ 327.000 in3ഀ CWഀ 40,800.00 in6ഀ Zyഀ 71.400 in3ഀ Kഀ 1.350 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Jobഀ Date: 1:04PM, 11 JAN 06ഀ User: KW-0606238, Verഀ lc)1983-2003 ENERCAtഀ IMEREMMM_ഀ Descriptionഀ 1 Composite Steel Beamഀ ineerinering Software Page 1ഀ calculations. ecw: Calculationsഀ BC 40.5'ഀ Design Inputഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Section Name W24X192ഀ Fyഀ 50.00 ksiഀ Beam Spanഀ 40.500 ftഀ f'cഀ 3,500.00 psiഀ Beam Spacingഀ 5.000 ftഀ Concrete Densityഀ 145.00 pcfഀ Slab Thicknessഀ 4.500 inഀ Stud Diameterഀ 0.625 inഀ Deck Rib Heightഀ 2.000 inഀ Stud Heightഀ 3.000 inഀ Rib Spacingഀ 12.000 inഀ Beam Weight Added Internallyഀ Rib Widthഀ 5.000 inഀ Using Full Composite Actionഀ Rib Orientation Perpenഀ dicularഀ Elastic Modulusഀ 29,000.00 ksiഀ Beam Location Slab Both Sidesഀ Dead Loads (applied before 75% curing)ഀ ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 k/ftഀ #1 3.200 kഀ 10.000ftഀ # 2 k/ftഀ # 2 47.900 kഀ 19.000ftഀ # 3 k/ftഀ # 3 0.500 kഀ 23.000 ftഀ # 4 k/ftഀ # 4 0.500 kഀ 28.000ftഀ #5 1.500 kഀ 32.500ftഀ #6 2.900 kഀ 39.000ftഀ Trapezoidal Loads...ഀ #1 @ Left 0.565 k/ftഀ @ Rightഀ 0.565 k/ftഀ 19.000 ftഀ #2 @ Left 1.070 k/ftഀ @ Rightഀ 1.070 k/ftഀ 19.000 40.500 ftഀ Live Loads (applied after 75% curing)ഀ Full Span Uniform Loads...ഀ Point Loads...ഀ #1 k/ftഀ #1 8.600 kഀ 10.000 ftഀ #2 k/ftഀ # 2 22.100 kഀ 19.000 ftഀ # 3 k/ftഀ # 3 1.500 kഀ 23.000 ftഀ # 4 k/ftഀ # 4 1.500 kഀ 28.000 ftഀ # 5 2.000 kഀ 32.500 ftഀ # 6 6.400 kഀ 39.000 ftഀ Trapezoidal Loads...ഀ # 1 @ Left 0.625 k/ft @ Right 0.625 k/ft 19.000 ftഀ # 2 @ Left 0.350 k/ft @ Riqht 0.350 k/ft 19-000 40 inn ftഀ ~ No Good Shored, OK Unshored,ഀ Using: W24X192, Span = 40.50ft, Slab Thickness = 4.500in, Deck Rib Ht= 2.00in, Rib Spac= 12.00in, Rib Width= 5.00in w/ Slatഀ Stress Checks for Shored & Unshored Cases...ഀ @ Bottom of Beam Actual = 22,942.3 psi Allowable = 33,333.0 psi OKഀ Unshored DL Stress Actual = 17,604.2 psi Allowable = 33,333.0 psi OKഀ Actual Shear Stress Actual = 3,957.1 psi Allowable = 20,000.0 psi OKഀ Unshored Stress Check....ഀ (Mdl/Ss + MII/Strans) Actual = 25,769.4 psi Allowable = 45,000.0 psi OKഀ MII / Strans(top) Actual = 773.4 psi Allowable = 1,575.0 psi OKഀ Alternate Unshored Stress Check : (Mdl + MII) / Ss 27,331.5 38,000.0 psiഀ Shored Concrete Stress Check (Mdl + Mil) / (Strans:top n) 2,173.2 1,575.0 psiഀ Title :ഀ Dsgnr:ഀ Description :ഀ Scope :ഀ Job #ഀ Date: 1:04PM, 11 JAN 06`-ഀ KW-0606238, Ver5.8.0, 1-Dec-2003ഀ 53.2003 ENERCALC Engineering Softwareഀ Composite Steel Beamഀ Page 2ഀ calculations. ecw: Calculationsഀ Description BC 40.5'ഀ She~tual# ear Transferഀ 26 per 112 beam spanഀ Stud Capacity 8.60 k V'h : min. 223.13 kഀ Total req'd 1/2 Span 26 studs Vh @ 100% 223.13k Vh : Used 223.13 kഀ Zone 1 from 0.000 ftഀ toഀ 6.300 ft , Useഀ 9 studsഀ Zone 2 from 6.300 ftഀ toഀ 12.600 ft , Useഀ 9 studsഀ Zone 3 from 12.600 ftഀ toഀ 18.900 ft , Useഀ 8 studsഀ Zone 4 from 18.900 ftഀ toഀ 26.100 ft , Useഀ 8 studsഀ Zone 5 from 26.100 ftഀ toഀ 33.300 ft , Useഀ 9 studsഀ Zone 6 from 33.300 ftഀ toഀ 40.500 ft , Useഀ 9 studsഀ Deflectionsഀ -ഀ I : Transformed 9,699.99 in4ഀ - -ഀ Iഀ : Effective 9,699.9Gin4ഀ Shoredഀ Unshoredഀ Before 75 % Curingഀ 0.663 inഀ (after shores removed)ഀ 1.028 inഀ Construction Loads Onlyഀ 0.000 inഀ 0.000 inഀ After 75% Curingഀ 0.377 inഀ 0.377 inഀ Total Uncured Deflectionഀ 0.663 inഀ L / 732.8ഀ 1.028 in L / 473.0ഀ Composite Deflectionഀ 1.040 inഀ L / 467.1ഀ 1.405 in L / 346.0ഀ Reactionsഀ Load Combinations... @ Left @ Riohtഀ Dead + Constuction 46.81 k 51.18 kഀ Compositeഀ 31.04 kഀ 30.46 kഀ Max DL + LLഀ 77.8ഀ 5 kഀ 81.64 kഀ Analysis Valuesഀ Maximum Momentsഀ Eഀ ffective Flange Width...ഀ Dead Load Aloneഀ 721.12 k-ftഀ Fb : Allowഀ 33.00 psiഀ Based on Beam Span 10.125 ftഀ Dead + Constഀ 721.12 k-ftഀ n : Strengthഀ 8.60ഀ Based on Beam Spacing 5.000 ftഀ Live Load Onlyഀ 398.46 k-ftഀ n : Deflectionഀ 8.51ഀ Dead + Liveഀ 1,119.59 k-ftഀ Effective Width 5.000 ftഀ Support Shearsഀ Shear @ Leftഀ 77.85 kഀ Shear @ Rightഀ 81.64 kഀ Section Propertiesഀ Section Nameഀ W24XI92ഀ Depthഀ 25.470 inഀ Ixx : Steel Sectionഀ 6,260.00 in4ഀ Widthഀ 12.950 inഀ I transformedഀ 9,671.75 in4ഀ Flange Thickഀ 1.460 inഀ Strans : topഀ 718.87 in3ഀ Web Thickഀ 0.810 inഀ Strans : botഀ 585.60 in3ഀ Areaഀ 56.300 in2ഀ Strans : eff @ botഀ 585.60 in3ഀ Weightഀ 191.234 #/ftഀ n*Strans : Ef @ topഀ 6,182.2 in3ഀ I-steelഀ 6,260.00 in4ഀ X-X Axis from Botഀ 16.52 inഀ S steel : topഀ 491.56 in3ഀ Vh @ 100%ഀ 223.13 kഀ S steel : bottomഀ 491.56 in3ഀ ROOF (R1-R84)ഀ Aഀ IIഀ ,Iഀ aഀ ~ z.ഀ C~ ~1 1ഀ Iഀ I 'Iഀ vഀ oഀ 7Aഀ VAIL'O DOORഀ it A 41ഀ u4vഀ Monroe & Newell Engineers, Inc.ഀ PROJECT.• VFD SKI CLUBഀ Computed By : David Kastഀ G56000z 5cc, vy~ഀ Iഀ PAVEഀ Date:9-27-05ഀ Code: IRC 2003ഀ ROOFLOADSഀ ROOF COMPONENT WEIGHTS RANGE ACTUAL REMARKSഀ ROOF MATERIALഀ EPDM Membraneഀ 1.5 PSFഀ 5-ply Built U Roofingഀ 2.5 PSFഀ Tapered Styrofoam Insulationഀ .25 PSF/INഀ Rigid Insulationഀ 1.5 PSF/INഀ Closed Cell Insulationഀ .5 PSF/INഀ Asphaltഀ 2 PSFഀ Shake Shingles Light-Heavyഀ 1.5-3 PSFഀ Cement Tileഀ 16 PSFഀ 16ഀ Ballastഀ 6-10 PSFഀ Polystyrene foamഀ 0.2 PSF/INഀ 2.4ഀ 12"ഀ DECKഀ Plywoodഀ 3.2 PSF/INഀ 2ഀ Metal Deckഀ 1.5-3 PSFഀ Concreteഀ T&G Deckingഀ 5ഀ 2x DFഀ STRUCTUREഀ Wood Roof Trussesഀ 3-5 PSFഀ 2.5ഀ 2x12 @ 2'ഀ Steel Bar Joistsഀ 2.5-4 PSFഀ Timber Raftersഀ 1.6-3.2 PSFഀ Steel Beamsഀ CEILINGS/MISCELLANEOUSഀ T-Grid System + Tilesഀ 2 PSFഀ Sheetrockഀ 2 PSFഀ Wood Ceiling Joistsഀ 1 PSFഀ Resilient Furring Channelsഀ 0.7 PSFഀ S rinkler S stemഀ 5-1.5 PSFഀ HVAC Ductwork & Lightsഀ .5-2.5 PSFഀ Batt or Blow-in Insulationഀ .25 PSF/INഀ MIS LOADഀ 2ഀ TOTALഀ 29.9ഀ USEഀ 30ഀ sf DIഀ 80 psfഀ Note : 4 12 Roof Pitchഀ LLഀ ~7.ഀ '0'ഀ 55ഀ V--1ഀ (:~1ഀ w 3ഀ Monroe & Newellഀ -ഀ .ഀ Engineers, Inc.ഀ SHEET NO. fഀ OFഀ CALCULATED BY 6 V. t -ഀ DAഀ TEഀ CHECKED BYഀ DAഀ TEഀ SCALEഀ ഀ W .ഀ .ഀ zഀ ~ഀ 2ഀ \lഀ 2 G;ഀ Yy Aഀ r7ഀ {ഀ ഀ cഀ 1 _ Lഀ 111ഀ lഀ ഀ 7ഀ toഀ Jഀ .ഀ Iഀ 3ഀ iഀ Y ~ J ~ഀ VAഀ ~aഀ Wഀ Monroe & Newell JOBഀ Engineers, Inc. SHEET NO. ~J OFഀ CALCULATED BY "Z DATE 12~ b .Sഀ CHECKED BY DATEഀ SCALEഀ 7ഀ ~.?Ileഀ Wഀ iഀ Vഀ Monroe & Newellഀ Engineers, Inc.ഀ I,s1Jഀ bഀ ,S X06 ~ 0-.") `ഀ Monroe & Newellഀ Engineers, Inc. SHEET No. IL7 ofഀ -r bJഀ CALCULATED BY DATE ~ഀ CHECKED BY DATEഀ SCALEഀ lഀ ,dഀ ഀ p~ഀ rഀ kjjഀ ഀ S._ഀ f...........ഀ JCB S S o-~ , o Z S( L_ Uഀ Monroe & Newell Es'ഀ Engineers, Inc. SHEET NO- OFഀ CALCULATED BY A DATE S?'ഀ CHECKED BY DATEഀ Monroe & Newellഀ SHEET NO. OFഀ Engineers, Inc.ഀ CALCULATED BY e DATE 1ഀ CHECKED BY DATEഀ SCALEഀ Nഀ Oഀ Oഀ Oഀ LOഀ ~Iഀ Nഀ Eഀ Zഀ Uഀ Oഀ 0ഀ Wഀ °ഀ Q Im Imഀ ~Vഀ y C_ Cഀ rl- LOഀ Lriഀ mഀ L II IIഀ 0ഀ r~ഀ O ° O O Oഀ 11 II II II ~Iഀ X Xഀ a Q C Qഀ U N 0ഀ CO U M Uഀ U U rഀ Wഀ W ~ ~ a aഀ rn T o o o Loഀ co 0)ഀ uഀ aഀ u uഀ ~ഀ nഀ teഀ nഀ teഀ nഀ iഀ ~ഀ (ഀ aഀ (ഀ aഀ ~ഀ -Eഀ 0ഀ y 0ഀ Jഀ t-ഀ 0ഀ Jഀ 0ഀ Jഀ 0ഀ Jഀ •ഀ Faഀ Eഀ Eഀ Qഀ Qഀ Oഀ Oഀ Eഀ = mഀ iഀ >ഀ >ഀ Jഀ ~ഀ ~ഀ 0ഀ ~ഀ lഀ 9ഀ Jഀ 0ഀ mഀ Jഀ C C 9 C Cഀ co u7 r; 4 r,ഀ m m m Itt LOഀ II U Ix laഀ Oഀ Qഀ oഀ ofഀ ~ഀ NIഀ tGഀ OIഀ Oഀ cnഀ Oഀ IIഀ Oഀ IIഀ xഀ LL wഀ Lഀ ,rഀ xഀ LLഀ i~ഀ a ~2 Qഀ kഀ Vഀ xഀ CO (O Nഀ 6 6ഀ xഀ cഀ cഀ LLഀ Ln m Oഀ r r Oഀ aഀ LLഀ Cഀ CDഀ N+ഀ 1ഀ -ഀ LLഀ Cl)ഀ N+ഀ mഀ Nഀ { II II Xഀ _U XUഀ toഀ Gഀ +ഀ luliഀ alഀ cnഀ (nഀ Yഀ CLഀ aഀ 0ഀ 0ഀ 0ഀ r~ഀ rnഀ oഀ oഀ ഀ 0ഀ 0ഀ (Oഀ coഀ oഀ mഀ 0ഀ 0ഀ ഀ Nഀ I laഀ LLഀ I ~ഀ LLഀ I Iഀ Wഀ Iwഀ Yഀ I Iഀ "ഀ I~ഀ vഀ 11ഀ Uഀ I~ഀ Yഀ cഀ Eഀ oഀ oഀ LOഀ Mഀ 'ഀ aഀ v5ഀ aഀ aഀ Eഀ OIഀ oഀ LOഀ IIഀ Mഀ 0ഀ LOഀ Oഀ coഀ Uഀ °ഀ c°oഀ Zഀ 0ഀ c` iഀ (4ഀ oഀ ഀ (Oഀ Oഀ Oഀ ~ഀ Nഀ Oഀ 13ഀ LUഀ >ഀ coഀ Mഀ Oഀ 3ഀ Oഀ oഀ Iഀ (nഀ Jഀ ixഀ ifഀ Qഀ Luഀ 11ഀ laഀ 11ഀ 11ഀ 11ഀ oഀ }ഀ LLഀ LLഀ Uഀ LLഀ iLഀ nഀ 0ഀ Eഀ Oഀ cഀ r.ഀ ~ഀ iഀ Oഀ Oഀ ഀ mഀ Oഀ Eഀ cഀ -ഀ (Dഀ oഀ ~ 0ഀ xഀ mഀ Y cഀ oഀ 4)ഀ Q) 0 U c Zഀ Zഀ 5ഀ U Oഀ Oഀ Gഀ Oഀ Uഀ AW Tഀ IIഀ Cഀ Eഀ = IIഀ 0ഀ IIഀ :3ഀ 0ഀ :3ഀ LLZUഀ Uഀ Uഀ Qഀ r N Mഀ 4ഀ 6ഀ Y -l tഀ ~Iഀ Nഀ Oഀ Oഀ Oഀ Oഀ ~Iഀ a)ഀ 7ഀ Zഀ Uഀ a)ഀ Oഀ a-ഀ O Nഀ N IIഀ x >ഀ m mഀ uഀ °b I.S;ഀ N Oഀ C Oഀ II IIഀ ~ aഀ aഀ Vഀ 1ഀ O O O OFഀ T T T Tഀ II II II II iIഀ Q a Q Eഀ U Uഀ aDഀ U U pഀ Sഀ Oഀ Nഀ =ഀ wഀ wഀ w :2ഀ -0ഀ a aഀ C7?ഀ N Oഀ Oഀ Oഀ ~ഀ Oഀ Oഀ Oഀ ~ഀ coഀ ~ഀ Jഀ IIഀ U)ഀ II IIഀ =ഀ Ifഀ -aഀ IIഀ IIഀ a)ഀ mഀ mഀ mഀ mഀ O Jഀ Jഀ Jഀ Jഀ mഀ caഀ Eഀ Eഀ `ഀ a~ഀ Xഀ -Cഀ ¢ഀ Xഀ ¢ഀ oഀ oഀ Eഀ S Mഀ >ഀ Jഀ 0ഀ ccഀ ccഀ Jഀ pഀ dഀ Jഀ CD N Ln Oഀ N N N N Oഀ 06ഀ Nഀ II xഀ U) ix ITഀ m _ഀ mഀ Qഀ 0ഀ OIഀ Oഀ MIഀ Oഀ Clഀ Oഀ IIഀ Cഀ IIഀ L,ഀ wഀ LLഀ wഀ LLഀ 7Fgഀ 'U)ഀ bഀ a aഀ 4ഀ rഀ a0 M I~ഀ ~ഀ ~ഀ xഀ ~ Cp Cpഀ Oഀ xഀ caഀ LLഀ M U)ഀ Nഀ ULഀ aഀ +ഀ +ഀ Cഀ Nഀ Uഀ ~ഀ Uഀ mഀ aഀ Nഀ +ഀ LLLLഀ + I0 II xഀ Zഀ Cഀ ഀ vഀ E oഀ h 2iഀ Eഀ +ഀ Oഀ +ഀ 0ഀ U)ഀ (nഀ CLഀ aഀ Yഀ Oഀ Oഀ Oഀ Mഀ mഀ 0ഀ 0ഀ CODഀ coഀ Oഀ Oഀ Oഀ rഀ rഀ Nഀ Ilaഀ LL.ഀ I~ഀ LL.ഀ IIഀ Wഀ Iwഀ Yഀ Uഀ IJഀ Uഀ IIഀ Uഀ Imഀ Yഀ Nഀ lഀ =ഀ Oഀ Oഀ Nഀ aഀ aഀ aഀ aഀ 0ഀ Oഀ Nഀ 1ഀ 1ഀ cAഀ Oഀ COഀ Cl)ഀ Tഀ Nഀ ^ഀ rrഀ V/ഀ Zഀ Mഀ Mഀ _ഀ CODഀ Mഀ Mഀ Mഀ Oഀ coഀ Nഀ t0ഀ LLIഀ rഀ 0 "ഀ Oഀ 0ഀ Oഀ 1ഀ C/)ഀ Jഀ Ixഀ laഀ Qഀ wഀ 11.ഀ 11aഀ 11 0ഀ 11 0ഀ 11ഀ Wഀ aഀ mഀ z"ഀ }ഀ LLഀ Uഀ LLഀ ഀ ~ഀ -ഀ mഀ _ഀ Qഀ 7ഀ Nഀ Oഀ Eഀ Oഀ 7ഀ Cഀ Cഀ a)ഀ Lഀ Oഀ 7ഀ .aഀ Uഀ _roഀ oഀ a)ഀ Nഀ a)ഀ oഀ 0ഀ Nഀ a coഀ .ഀ Xഀ a>ഀ dഀ cഀ a .V Cഀ Oഀ Nഀ pഀ Nഀ Zഀ oഀ oഀ cഀ D Uഀ V fഀ ~ഀ pഀ Cഀ Eഀ J LLI IIഀ IIഀ IIഀ (nഀ LLZഀ Uഀ Uഀ Uഀ ഀ T.._N Mഀ .4ഀ Inഀ LI"5ഀ Nഀ Oഀ Oഀ Oഀ Lr)ഀ ~Iഀ ~Cഀ Cഀ Zഀ Uഀ a~ഀ Oഀ dഀ o ~ 0 0 0ഀ 0 o II II II' II IIഀ F • 6 Q)ഀ c Q c xഀ C C a~ഀ CD ~ CD ~ ~ഀ Uഀ mഀ U U 0ഀ Ix ITഀ m dഀ C_ Cഀ Lq Lnഀ r~ Loഀ II IIഀ -0 'oഀ aഀ C0ഀ Uഀ aSഀ Jഀ LLഀ 2ഀ ~2ഀ n aഀ O Oഀ Oഀ Oഀ Loഀ rഀ °Oഀ oഀ rഀ coഀ rnഀ 0ഀ 0ഀ nഀ 0ഀ n uഀ = mഀ aഀ uഀ nഀ mഀ mഀ mഀ V~ Jഀ oഀ Jഀ Jഀ Jഀ .cffഀ cCഀ Eഀ Eഀ v~Qഀ Qഀ oഀ 0ഀ Eഀ _ഀ >ഀ Qഀ Jഀ mഀ mഀ Jഀ pഀ a7ഀ Jഀ o~ഀ o)ഀ Oഀ Oഀ ~ഀ coഀ Iഀ Lqഀ Oഀ IIഀ ~ഀ IIഀ xഀ Vഀ ILLഀ xഀ Vഀ \ഀ `ഀ xഀ xഀ lfl r _ഀ xഀ LA 4 Oഀ xഀ (aഀ LLഀ Nഀ Cഀ xഀ mഀ N+ഀ Cl)ഀ +ഀ N±ഀ Cഀ dഀ -ഀ oഀ fഀ ~o Ixഀ Xഀ Zഀ >ഀ +ഀ ~ഀ ~ഀ ~ഀ ~ഀ Cഀ M.ഀ +ഀ Oഀ Eഀ +ഀ ~ഀ +ഀ Vഀ U)ഀ aഀ Yഀ 0ഀ Oഀ 0ഀ Mഀ COഀ Oഀ Oഀ rഀ 0ഀ f-ഀ `ഀ coഀ 0ഀ Itഀ Oഀ Oഀ Tഀ IIIഀ LLഀ Ixഀ LLഀ IIഀ Wഀ Iwഀ Yഀ IIഀ Uഀ I~ഀ ഀ 11ഀ Uഀ I~ഀ Yഀ COഀ Iഀ cഀ Eഀ Oഀ oഀ Nഀ aഀ nഀ Qഀ aഀ Oഀ Oഀ COഀ IIഀ co)ഀ Oഀ Oഀ Oഀ V.ഀ Oഀ Nഀ 0ഀ Zഀ C~ഀ C67ഀ Aഀ Nഀ Tഀ (rഀ COഀ Oഀ Oഀ Oഀ Oഀ 0ഀ >ഀ c~ഀ Oഀ oഀ Vഀ U)ഀ Jഀ Ixഀ ITഀ Qഀ iഀ IIഀ laഀ 11ഀ 11ഀ 11ഀ aഀ aഀ }ഀ Liഀ .ഀ Lഀ Uഀ .ഀ ILഀ ,ഀ ' -ഀ iLഀ 'ഀ Wഀ mഀ mഀ ~ഀ C7ഀ Nഀ Sഀ Eഀ 0ഀ cഀ Lഀ oഀ Dഀ Uഀ caഀ 0ഀ a)ഀ Eഀ ' cഀ amഀ 4)ഀ - a)ഀ nഀ 0ഀ xഀ mഀ T dഀ oഀ roഀ Cഀ Cഀ pഀ Nഀ a) oഀ Zഀ -yഀ i CD aഀ Oഀ Cഀ bl~ഀ Uഀ T UJ _ഀ Tഀ IIഀ oഀ Cഀ Eഀ IIഀ iiഀ LLzഀ Uഀ Uഀ Nഀ Qഀ rN Mഀ 4ഀ L6ഀ 1 i ~ഀ R 14ഀ Nഀ Oഀ Oഀ Oഀ Lf)ഀ Lr)ഀ 11ഀ Nഀ dഀ Eഀ 7ഀ Zഀ Uഀ Nഀ Oഀ ILഀ 0 0 0 OFഀ T T Tഀ O O 11 if 11 11 11ഀ WE 5ഀ Q Q Eഀ m M Q iഀ LL a". U ~ഀ LL U o aഀ U U ~ഀ Ix ITഀ m mഀ Itl S;ഀ f" I 11, Loഀ 11 11ഀ -0 aഀ Xഀ m m = =ഀ a aഀ m o 00 0 toഀ 0 0 rnഀ CC)ഀ n u u n uഀ co cu mmഀ J J ._OI Jഀ vO co c0 E Eഀ ~ Q Q o 0ഀ C Cഀ S m > Z Z)ഀ d J 'p .Dഀ O Jഀ Jഀ ofഀ OIഀ a)ഀ Lഀ OIഀ t0ഀ Oഀ itഀ ~ഀ IIഀ wഀ LLഀ (n 'yഀ a :2 aഀ wഀ U-ഀ %ഀ xഀ 'tt Oഀ N Loഀ co 0ഀ xഀ coഀ N Loഀ LLഀ Cഀ Mഀ Xഀ +ഀ Uഀ LLഀ Cl)ഀ tഀ ~ഀ +ഀ N_ഀ Uഀ 'Oഀ Cl)ഀ Nഀ Zഀ J 1~ Ix xഀ °ഀ dഀ -Cഀ Eഀ tഀ +ഀ Oഀ t)ഀ sഀ +ഀ aഀ aഀ ~ഀ 0ഀ C'7ഀ CDഀ Oഀ Oഀ rഀ 0ഀ Loഀ Oഀ Oഀ Oഀ IIഀ IIഀ IIഀ IIഀ 11ഀ 11ഀ Uഀ IIഀ IIഀ Yഀ Yഀ Yഀ Oഀ Yഀ Oഀ rഀ 'Fnഀ aഀ 'ഀ Qഀ aഀ aഀ SCഀ 01ഀ =ഀ Oഀ Loഀ IIഀ COഀ Oഀ COഀ Itഀ Nഀ Vഀ Oഀ rഀ Zഀ t,ഀ Cmഀ 00ഀ oഀ Nഀ Wഀ Tഀ 0ഀ Oഀ Nഀ cqഀ 0ഀ Oഀ 0ഀ ~Iഀ .ഀ Oഀ 0ഀ Oഀ cnഀ Oഀ Xഀ Jഀ Ixഀ 'ഀ ITഀ Qഀ wഀ I~ഀ Ilaഀ I~ഀ il~ഀ Iഀ ~ഀ Dഀ :pഀ >ഀ tiഀ jyഀ Uഀ LLഀ LLഀ mഀ mഀ _ഀ LL LL W , V J U dഀ wഀ T)ഀ 0ഀ Eഀ _oഀ cഀ pഀ 7ഀ (Vഀ Oഀ Oഀ i0ഀ 'aഀ CLഀ Eഀ c mഀ 0) tzഀ Oഀ °ഀ 'ഀ ഀ mഀ Aഀ ഀ Zഀ xഀ CUഀ ,ഀ O ,ഀ •V =ഀ Oഀ Nഀ U E- Zഀ Zഀ _ഀ Nഀ ca Nഀ Oഀ Oഀ CLഀ 45ഀ p U _ഀ >1 wഀ Iഀ Oഀ 7ഀ O IIഀ 7ഀ mഀ Cഀ 1ഀ ~ഀ LLZUഀ Uഀ Uഀ Qഀ I.: N Coഀ ztഀ L6ഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scopeഀ Rev: 580005ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Timber Column Design Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations. ecw:Calculationsഀ Description (3) 2x6ഀ ueneral Intormation de Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Wood Section 3-2x6 Total Column Height 12.00 ftഀ Rectangular Column Load Duration Factor 1.00ഀ Column Depth (along y-y axis) 5.50 in Fc 850.00 psiഀ Width (along x-x axis) 4.50 in Fb 700.00 psiഀ Sawn E - Elastic Modulus 1,400 ksiഀ Douglas Fir - Larch, Studഀ Unbraced length for "y-y" axis sideways deflection 12.00 ftഀ Unbraced length for "x-x" axis sideways deflection 0.00 ftഀ Lu XX for Bending 0.00 ftഀ Loacisഀ Dead Loadഀ Live Loadഀ Axial Loadഀ 8,800.00ഀ lbs 0.00 Ibsഀ Eccentricityഀ 0.000inഀ immaryഀ -ഀ 1ഀ ഀ 2-.ഀ ഀ Using : 3-2x6, Widthഀ = 4.50in, Depth= 5.50in,ഀ Total Column Ht= 12.00ftഀ DL+LLഀ DL+LL+STഀ fc : Compressionഀ 355.56 psiഀ 355.56 psiഀ Fc : Allowableഀ 498.70 psiഀ 498.70 psiഀ fbx : Flexuralഀ 0.00 psiഀ 0.00 psiഀ F'bx : Allowableഀ 909.93 psiഀ 909.93 psiഀ Interaction Valueഀ 0.7130ഀ 0.7130ഀ Short Term Loadഀ 0.00 Ibsഀ Column OKഀ DL + STഀ 355.56 psiഀ 498.70 psiഀ 0.00 psiഀ 909.93 psiഀ 0.7130ഀ Stress Detailsഀ 4ഀ Fc : X-Xഀ 935.00 psiഀ For Bending Stress Calcs...ഀ Fc : Y-Yഀ 498.70 psiഀ Max k*Lu / dഀ 50.00ഀ F'c : Allowableഀ 498.70 psiഀ Le : Bendingഀ 0.00 ftഀ F'c:Allow * Load Dur Factorഀ 498.70 psiഀ (Lu-xx * NDS Table 3.3.3 factor)ഀ F'bxഀ 'ഀ *ഀ 909.93 psiഀ Rb : (Led/ bA2) A.5ഀ 1ഀ 000ഀ Fഀ bxഀ Load Duration Factorഀ 909.93 psiഀ Min. Allow k*Lu / dഀ .ഀ 11.00ഀ Cf:Bendingഀ 1.300ഀ For Axial Stress Calcs...ഀ Cf : Axialഀ 1.100ഀ Axial X-X k Lu / dഀ 0.00ഀ Axial Y-Y k Lu / dഀ 26,18ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Depth = 13.5in, Ends are Pin-Pinഀ User: KN (3 06238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)1983.2003 ENERCALC Engineerina Softwareഀ Description 131 SSഀ - f - 2 _---s.z.2z.._._:_ഀ Page 1ഀ calculations.ecw:Calcu lationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 6.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ 3.25 ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 180.00 #/ft LL 480.00 #/ftഀ Left Cantilever DL 180.00 #/ft LL 480.00 #/ftഀ Right Cantilever DL #/ft LL #/ftഀ Span= 6.00ft, Left Cant= 3.25ft, Beam Width = 7.500inഀ Max Stress Ratioഀ 0.231 : 1ഀ Maximum Momentഀ -3.6 k-ftഀ Allowableഀ 25.3 k-ftഀ Max. Positive Momentഀ 2.56 k-ft atഀ Max. Negative Momentഀ -1.08 k-ft atഀ Max @ Left Supportഀ Max @ Right Supportഀ Max. M allowഀ fb : 190.45 psiഀ Fb 1,332.45 psiഀ -3.62 k-ftഀ 0.00 k-ftഀ 25.30ഀ fv 39.35 psiഀ Fv 170.00 psiഀ Job # v l~ഀ Date: 11:49AM, 11 JAN 06ഀ Beam Design OKഀ Maximum Shear *ഀ 1.5ഀ 4.0 kഀ Allowableഀ 17.2 kഀ 3.276 ftഀ Shear:ഀ @ Leftഀ 2.66 kഀ 0.000 ftഀ @ Rightഀ 1.87 kഀ Camber:ഀ @ Leftഀ 0.004 inഀ @ Centerഀ 0.001 inഀ @ Rightഀ 0.000inഀ Reactions...ഀ Left DLഀ : 1.46 kഀ Maxഀ 4.88 kഀ Right DLഀ 0.43 kഀ Maxഀ 1.87 kഀ Deഀ flectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.001 inഀ -0.006 inഀ Deflectionഀ -0.003 inഀ -0.019 inഀ ...Locationഀ 3.644 ftഀ 3.092 ftഀ ...Length/Deftഀ 28,715.6ഀ 4,136.2ഀ ...Length/Deftഀ 92,374.6ഀ 11,222.50ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L.ഀ DO )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.001 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.004 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987 Rbഀ 0.000ഀ Clഀ 4881.406ഀ Max Momentഀ Sxx Reg'dഀ Allowable fbഀ @ Centerഀ 2.56 k-ftഀ 23.09 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 3.62 k-ftഀ 32.56 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 3.98 kഀ 2.81 kഀ Area Requiredഀ 23.439 in2ഀ 16.533 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 4.88 kഀ Bearing Length Req'dഀ 1.041 inഀ Max. Right Reactionഀ 1.87 kഀ Bearing Length Req'dഀ 0.400 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # z Rഀ Date: 11:49AM, 11 JAN 06ഀ User:KW-0606238,Ver5.8.0,1-Dec-2003 General Timber Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw:Calculationsഀ Description B1 SSഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ @ Center Span Location = 0.00 ftഀ -3.62 k-ftഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ @ Left Cant. Location = 0.00 ftഀ -3.62 k-ftഀ Shearഀ Deflectionഀ 2.66 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ 2.66 kഀ 0.0000 inഀ Title : Job # I~5ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Description,ഀ Scope :ഀ Page 1ഀ Rev: 580004ഀ User: KW-0606238, ver5.8.0, 1-Dec-2003ഀ General Timber eam calculations.ecw:Calculationsഀ (c)1983-2003 ENERCALC Engineering Softwareഀ -ഀ Description B1 SSഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ General Informationഀ Section Name 8x14ഀ I Center Spanഀ 6.00 ft .....Lu 0.00 ftഀ .Lu 0.00 ftഀ 25 ftഀ 3ഀ Beam Width 7.500 inഀ 0 iഀ Left Cantileverഀ Right Cantileverഀ ഀ .ഀ ft . . . ..Lu 0.00 ftഀ nഀ Beam Depth 13.50ഀ Member Type Sawnഀ Fb Base Allowഀ 1,350.0 psiഀ Bm Wt. Added to Loadsഀ 000ഀ 1ഀ Fv Allowഀ 170.0 psiഀ .ഀ Load Dur. Factorഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Beam End Fixityഀ 000pcfഀ 35ഀ Eഀ 1,600.0 psiഀ .ഀ Wood Densityഀ Full Length Uniform Loadsഀ DLഀ 180.00 #/ft LLഀ 480.00 #/ftഀ Centerഀ Left Cantilever DLഀ 180.00 #/ft LLഀ 480.00 ##/ftഀ Right Cantilever DLഀ #/ft LLഀ Point Loadsഀ Dead Load 6,euu.0lbsഀ Ibsഀ Ibsഀ Ibsഀ IDSഀ Ibs Ibsഀ Live Load Ibsഀ 250 ftഀ -3ഀ Ibsഀ 0.000 ftഀ 0.000 ftഀ 0.000 ft 0.000 ftഀ .ഀ ...distanceഀ Summaryഀ Left Cant=ഀ 00ftഀ 6ഀ Sഀ 3.25ft, Beam Widtഀ h = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ ,ഀ .ഀ pan=ഀ Max Stress Ratioഀ 0ഀ .991 1ഀ Maximum Shear * 1.ഀ Maximum Momentഀ 25.1 k -ftഀ 3 k ftഀ 25ഀ Allowableഀ Allowableഀ Positive Momentഀ Maxഀ 0.00 k-ftഀ .ഀ Shear:ഀ at 0.000 ftഀ .ഀ Max. Negative Momentഀ -22.53 k-ftഀ at 0.000 ftഀ Max @ Left Supportഀ 25.07 k-ftഀ Camber:ഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 1,320.33 psiഀ fvഀ 130.36 psiഀ iഀ 0ഀ Left DL 11.63 kഀ Right DL -3.14 kഀ Fb 1,332.45 psiഀ Fvഀ psഀ 170.0ഀ Deflectionsഀ gഀ - ° a-ഀ Dead Loaaഀ Total Loadഀ Left Cantilever...ഀ Center Span...ഀ 034 inഀ 0ഀ 0.029 inഀ Deflectionഀ Deflectionഀ .ഀ 503 ftഀ 2ഀ 2.393 ftഀ ...Length/Deftഀ ...Locationഀ ...Length/Deftഀ .ഀ 2,105.7ഀ 2,505.94ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ Length/Deftഀ @ Centerഀ 0.051 inഀ ഀ @ Leftഀ 0.229 inഀ @ Rightഀ 0.000 inഀ Beam Design utx 5 13.2 kഀ 17.2 kഀ @ Leftഀ 8.80 kഀ @ Rightഀ 3.56 kഀ @ Leftഀ 0.229 inഀ @ Centerഀ 0.051 inഀ @ Rightഀ 0.000 inഀ Maxഀ 15.06 kഀ Maxഀ -2.12 kഀ Ibs Ibsഀ 0.000 It 0.000ftഀ -0.153 inഀ -0.169 inഀ 511.1ഀ 462.5ഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User- KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B1 SSഀ General Timber Beamഀ Page 2ഀ caoulations.emcalcu lationsഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ 0.000 It Sxxഀ Cf 0.987 Rbഀ 0.000 Clഀ Max Momentഀ @ Centerഀ 22.53 k-ftഀ @ Left Supportഀ 25.07 k-ftഀ @ Right Supportഀ 0.00 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 13.20 kഀ Area Requiredഀ 77.642 in2ഀ Fv: Allowableഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 15.06 kഀ M C); k+ Rcartinnഀ -2.12 kഀ ax. Igഀ Query Valuesഀ 227.813 in3ഀ Area 101.250 in2ഀ Sxx Req'dഀ Allowable fbഀ 202.91 in3ഀ 1,332.45 psiഀ 225.74 in3ഀ 1,332.45 psiഀ 0 00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 5.35 kഀ 31.445 in2ഀ 170.00 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ M, V, & D @ Specified Locationsഀ Momentഀ @ Center Span Location = 0.00 ftഀ -25.07 k-ftഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ @ Left Cant. Location = 0.00 Itഀ -25.07 k-ftഀ 3.212 inഀ 0.453 inഀ Shearഀ 6.23 kഀ 0.00 kഀ 6.23 kഀ Job # I Iഀ Date: 11:49AM, 11 JAN 06ഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B2 SSഀ General Timber Beamഀ Page 1ഀ calculations.ecw: Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS 2000/2003 IBC 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 18.00ft ...Lu 0.00 ftഀ Lu 0.00 ftഀ ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ഀ Lu 0.00 ftഀ ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ . . .ഀ Member Typeഀ Added to Loadsഀ Bm Wtഀ Sawnഀ Fb Base Allowഀ 1,550.0 psiഀ .ഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ 0 psiഀ 730ഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ Eഀ .ഀ 700.0ksiഀ 1ഀ Wood Densityഀ 35.000pcfഀ ,ഀ Full Length Uniform Loadsഀ Total Loadഀ -0.544 inഀ 9.000 ftഀ 396.72ഀ Center DL 158.00 #/ft LLഀ Left Cantilever DL #/ft LLഀ Right Cantilever DL #/ft LLഀ 3ഀ 420.00 #/ftഀ #/ftഀ #/ftഀ Summaryഀ Span= 18 00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratio 0.840 : 1ഀ Maximum Moment 24.4 k-ft Maximum Shear 1.ഀ Allowable 29.0 k-ft Allowableഀ ftഀ Max. Positive Momentഀ aഀ 24.41 k-ഀ 00 k-ft atഀ 0ഀ 18.000 ftഀ Max. Negative Momentഀ .ഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 29.04ഀ Reactions...ഀ fb 1,285.57 psiഀ fv 80.35 psiഀ Left DLഀ Fb 1,529.85 psiഀ Fv 170.00 psiഀ t 9 000 ft Shear:ഀ Right DLഀ Camber:ഀ 1.64 kഀ 1.64 kഀ Job# poഀ Date: 11:49AM, 11 JAN 06ഀ 8.1 kഀ .17.2 kഀ @ Leftഀ 5.42 kഀ @ Rightഀ 5.42 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.247 inഀ @ Rightഀ O.000inഀ Maxഀ 5.42 kഀ Maxഀ 5.42 kഀ Center Span...ഀ Dead Loadഀ Deflectionഀ 0.165 inഀ ...Locationഀ 9.000 ftഀ ...Length/Deftഀ 1,309.2.ഀ Camber ( using 1.5ഀ D.L. DO )ഀ @ Centerഀ 0.247 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 26.858ഀ Le 0.000 ftഀ Cf 0.987ഀ Rb 0.000ഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ Max Momentഀ 24.41 k-ftഀ 0.00 k-ftഀ 0.00 k-ftഀ @ Left Supportഀ 8.14 kഀ 47.854 in2ഀ 170.00 psiഀ 5.42 kഀ 5.42 kഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ Right Cantilever...ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ Sxx 227.813 in3ഀ Cl 5423.482ഀ Sxx Reg'dഀ 191.44 in3ഀ 0.00 in3ഀ 0.00 in3ഀ @ Right Supportഀ 8.14 kഀ 47.854 in2ഀ 170.00 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ Beam Design urcഀ Area 101.250 in2ഀ Allowable fbഀ 1,529.85 psiഀ 1,529.85 psiഀ 1,529.85 psiഀ 0.991 inഀ 0.991 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B2 SSഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M, -V,& D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 ftഀ 0.00 ftഀ Momentഀ Shearഀ 0.00 k-ftഀ 5.42 kഀ 0.00 k-ftഀ 0.00 kഀ 0.00 k-ftഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-200:1ഀ (c)1983-2003 ENEiCALE Engineering Softwareഀ Description B3 SSഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ General Informationഀ Code Ref:ഀ 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Span 16.00 ft .....Lu 0.00 ftഀ Lu 0.00 ftഀ ftഀ Beam Widthഀ 7.500 inഀ ഀ Left Cantileverഀ 00 ftഀ Lu 0ഀ ftഀ Beam Depthഀ 13.500 inഀ .ഀ ഀ Right Cantileverഀ Member Typeഀ Added to Loadsഀ Bm Wtഀ Sawnഀ Fb Base Allow 1,350.0 psiഀ .ഀ Factorഀ Load Durഀ 1.000ഀ Fv Allow 170.0 psiഀ .ഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 165.00 #/ft LLഀ Left Cantilever DL #/ft LLഀ Right Cantilever DL #/ft LLഀ Summaryഀ Span= 16.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ M Stress Ratio 0.796 : 1ഀ 1 k-ftഀ 20ഀ Maximum Shear * 1.Eഀ Maximum Momentഀ .ഀ 3 k-ftഀ 25ഀ Allowable -ഀ Allowableഀ .ഀ Positive Momentഀ Maxഀ 20.15 k-ftഀ at 8.00ഀ 0 ft Shear:,ഀ .ഀ Max. Negative Momentഀ 0.00 k-ftഀ at 16.00ഀ 0 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 1,061.27 psiഀ fvഀ 74.62 psiഀ Left DL 1.52 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 1.52 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever... Dfഀ Deflectionഀ -0.114 inഀ -0.377 inഀ Deflectionഀ ...Locationഀ 8.000 ftഀ 8.000 ftഀ ...Length/Deftഀ ...Length/Deftഀ 1,689.6ഀ 508.84ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.Lഀ . DO )ഀ Deflectionഀ @ C terഀ 0 170 inഀ ...Length/Deflഀ @ Leftഀ @ Rightഀ @ Leftഀ @ Centerഀ @ Rightഀ Maxഀ Maxഀ Page 1ഀ c a l c u l a t i o n s. a cw: C a I c u l at i o n sഀ Beam Design OKഀ 7.6 kഀ 17.2 kഀ 5.04 kഀ 5.04 kഀ 0.000 inഀ 0.170inഀ 0.000 i nഀ 5.04 kഀ 5.04 kഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ enഀ @ Leftഀ @ Rightഀ 0.000 inഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ 0.000 ftഀ Sxx 227.813 in3ഀ Area 101.250 in2ഀ Cf 0.987 Rbഀ 0.000ഀ tഀ Cl 5036.873ഀ Sxx Readഀ Allowable fbഀ @ Centerഀ Max Momenഀ 20.15 k-ftഀ 181.45 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 7.56 kഀ 7.56 kഀ Area Requiredഀ 44.443 in2ഀ 44.443 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ 04 kഀ 5ഀ Bearing Length Req'dഀ 1.075 inഀ Max. Left Reactionഀ Max. Right Reactionഀ .ഀ 5.04 kഀ Bearing Length Req'dഀ 1.075 inഀ 440.00 #/ftഀ #/ftഀ #/ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # K~Jഀ Date: 11:49AM, 11 JAN 06ഀ Rev: saoooa Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)7983-2003 ENERCALC Engineering Software calculations.ecw Calculationsഀ Description B3 SSഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 5.04 kഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title : Job # K Z-1ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev: 580004ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003ഀ General Timber Beamഀ Page 1ഀ calculations.ecw:Calculationsഀ (c)1983.2003 ENERCALC Engineering softwareഀ Description B4 SSഀ General Informationഀ ,ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined iഀ Section Name 8x14ഀ Center Span 17.00 ftഀ ..Luഀ 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantilever ftഀ ..Luഀ 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantilever ftഀ ..Luഀ 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allow 1,550.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 730.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,700.0 ksiഀ Full Length Uniform Loadsഀ Centerഀ DLഀ 165.00 #/ft LL 440.00 #/ftഀ Left Cantileverഀ DLഀ #/ft LL #/ftഀ Right Cantileverഀ DLഀ #/ft LL #/ftഀ Summaryഀ Beam Design OKഀ ` Span= 17.00ft, Beam Wiഀ dth = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.783 : 1ഀ Maximum Momentഀ 22.7 k-ft Maximum Shear *ഀ 1.5ഀ 8.0 kഀ Allowableഀ 29.0 k-ft Allowableഀ 17.2 kഀ Max. Positive Momentഀ 22.74ഀ k-ft at 8.500 ft Shear:ഀ ftഀ @ Leftഀ @ Rightഀ 5.35 kഀ 5.35 kഀ Max. Negative Momentഀ 0.00ഀ k-ft at 17.000ഀ Max @ Left Supportഀ 0.00ഀ k-ft Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00ഀ k-ftഀ @ Centerഀ 0.204inഀ @ Rightഀ 0.000inഀ Max. M allowഀ 29.04ഀ Reactions...ഀ fb 1,198.07 psiഀ fvഀ 79.28 psi Left DL 1.61 kഀ Maxഀ 5.35 kഀ Fb 1,529.85 psiഀ Fvഀ 170.00 psi Right DL 1.61 kഀ Maxഀ 5.35 kഀ Dഀ E eflectionsഀ Center Span...ഀ Dead Loadഀ Total Load Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.136 inഀ -0.453 in Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 8.500 ftഀ 8.500 ft ...Length/Dellഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,496.7ഀ 450.74 Right Cantilever...ഀ Camber ( using 1.5 * D.L.ഀ Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.204 inഀ ...Length/Deflഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 26.858 Leഀ 0.000 ftഀ Sxx 227.813 in3ഀ Area 101.250 in2ഀ Cf 0.987 Rbഀ 0.000ഀ Cl 5351.678ഀ Max Momentഀ Sxx Req'dഀ Allowable fbഀ @ Centerഀ 22.74 k-ftഀ 178.41 in3ഀ 1,529.85 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,529.85 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,529.85 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 8.03 kഀ 8.03 kഀ Area Requiredഀ 47.221 in2ഀ 47.221 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.35 kഀ Bearing Length Req'dഀ 0.977 inഀ Max. Right Reactionഀ 5.35 kഀ Bearing Length Req'dഀ 0.977 inഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ 2-2003 ENERCALC Engineering Softwareഀ Description B4 SSഀ Pageഀ General Timber Beam zഀ calculation s.ecw: Calculationsഀ M: U _ഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 5.35 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ General Timber Beamഀ v: 580004ഀ er: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ 1983.2003 ENERCALC Engineering Softwareഀ Job # ~z "'0ഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ ca Ic u I ations. ecw: Calcu tat ion sഀ Description B5 SSഀ LGeneral Information 2 Code Ref: 1997/2001 NDS, 2000/20-03 IBC, 2003 NFPA 5000. Base allowables are user definedഀ - -s-ഀ Section Name 8x14 Center Span 18.00 ft .....Lu 0.00 ftഀ Beam Width 7.500 in Left Cantilever ft .....Lu 0.00 ftഀ Beam Depth 13.500 in Right Cantilever 3.50 ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000 pcfഀ Fb Base Allow 1,350.0 psiഀ Fv Allow 170.0 psiഀ Fc Allow 625.0 psiഀ E 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 155.00 #/ft LL 410.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 155.00 #/ft LL 410.00 #/ftഀ RM, _ _A -ഀ Summaryഀ Beam Design OKഀ Span= 18.00ft, Right Cant=ഀ 3.50ft, Beam Width = 7.50ഀ 0in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.922 : 1ഀ Maximum Momentഀ 23.3 k-ftഀ Maximum Shear'`ഀ 1.5ഀ 8.3 kഀ Allowableഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 23.33.k-ft atഀ 8.914 ft Shear:ഀ @ Leftഀ 5.25 kഀ Max. Negative Momentഀ -1.10 k-ft atഀ 18.000 ftഀ @ Rightഀ 5.51 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -3.61 k-ftഀ @ Centerഀ 0.235 inഀ @ Rightഀ 0.129 inഀ Max. M allowഀ 25.30ഀ ഀ Reactions...ഀ fb 1,229.02 psiഀ fv 81.59 psiഀ Left DL 1.56 kഀ Maxഀ 5.25kഀ Fb 1,332.45 psiഀ Fv 170.00 psiഀ Right DL 2.31 kഀ Maxഀ 7.57 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ ueaa Loadഀ Total Loadഀ Deflectionഀ -0.157 inഀ -0.550 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 8.914 ftഀ 9.000 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,377.5ഀ 392.47ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. Deft )ഀ Deflectionഀ 0.086 inഀ 0.323 inഀ @ Centerഀ 0.235 inഀ ...Length/Deftഀ 977.7ഀ 259.8ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.129 inഀ Stress Calcsഀ .ഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ Clഀ 5245.365ഀ Max Momentഀ Sxx Req'dഀ Allowable fbഀ @ Centerഀ 23.33 k-ftഀ 210.13 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 3.61 k-ftഀ 32.52 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 7.87 kഀ 8.26 kഀ Area Requiredഀ 46.283 in2ഀ 48.592 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.25 kഀ Bearing Length Req'dഀ 1.119 inഀ Max. Right Reactionഀ 7.57 kഀ Bearing Length Req'dഀ 1.615 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ av: 580004ഀ er: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ 1963-2003 ENERCALC Engineering Softwareഀ Description B5 SSഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 5.11 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 5.11 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Softwareഀ (c)1983-2003 ENERഀ Descriptionഀ B5B SSഀ 6ഀ Job # Uw'ഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calculations. ecw: Calculationsഀ General Timber Beamഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base aliowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 12.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Douglas Fir - Larch, No.1ഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 72.00 #/ft LL 190.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever. DL #/ft LL #/ftഀ Point Loadsഀ Dead Load 1,600.0 Ibs Ibs Ibs Ibs Ibsഀ Live Load 3,700.0 Ibs Ibs Ibs Ibs Ibsഀ ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ftഀ Ibs Ibsഀ Ibs Ibsഀ 0.000 ft 0.000 ftഀ Summaryഀ Span= 12.00ft,'Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratio 0.624 ; 1ഀ Maximum Moment 15.8 k-ft Maximum Shear ° 1.5ഀ Allowable 25.3 k-ft Allowableഀ Max Positive Moment 15.78 k-ft at 3.024 ft Shear:ഀ Max. Negative Momentഀ 0.00 k-ft atഀ 0.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allow •ഀ 25.30ഀ Reactions...ഀ fb 831.37 psiഀ fv 84.37 psiഀ Left DLഀ Fb 1,332.45 psiഀ Fv 170.00 psiഀ Right DLഀ Beam Design OKഀ 8.5 kഀ 17.2 kഀ @ Leftഀ 5.69 kഀ @ Rightഀ 3.04 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.070inഀ @ Rightഀ 5ഀ 0.000inഀ 1.78 k Max 5.69 kഀ 0.98 k Max 3.04 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.046 inഀ ...Locationഀ 5.568 ftഀ ...Length/Deftഀ 3,103.3ഀ Camber ( using 1.5 * D.L. Defl )ഀ @ Centerഀ 0.070 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Total Loadഀ y Left Cantilever...ഀ Dead Loadഀ s Total Load Vഀ -0.147 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ 5.568 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ 976.86ഀ Right Cantilever...ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Length/ Deflഀ 0.0ഀ 0.0ഀ Camber::ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B5B SSഀ Page 2ഀ calculations. ecw: Calcu lationsഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Le 0.000 ft Sxx 227.813 in3 Area 101.250 in2ഀ Cf 0.987 Rb 0.000 Cl 5694.656ഀ Max Momentഀ Sxx Req'dഀ Allowable fbഀ @ Centerഀ 15.78 k-ftഀ 142.14 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 8.54 kഀ 4.57 kഀ Area Requiredഀ 50.247 in2ഀ 26.865 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.69 kഀ Bearing Length Req'dഀ 1.215 inഀ Max. Right Reactionഀ 3.04 kഀ Bearing Length Req'dഀ 0.650 inഀ (query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 5.69 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0,ഀ (c)1983.2003 ENERCALC Encഀ Softwareഀ Description B6 SSഀ General Timber Beamഀ rage iഀ calculations.em: calculationsഀ rGeneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user aerlneaഀ Section Name 10x16ഀ Beam Widthഀ 9.500 inഀ Beam Depthഀ 15.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000 pcfഀ Full Length Uniform Loadsഀ Center Spanഀ Left Cantileverഀ Right Cantileverഀ 18.00 ftഀ ftഀ 3.50 ftഀ Fb Base Allow 1,350.0 psiഀ Fv Allow 170.0 psiഀ Fc Allow 625.0 psiഀ E 1,600.0 ksiഀ .....Lu 0.00 ftഀ .....Lu 0.00 ftഀ .....Lu 0.00 ftഀ Center DLഀ 155.00 #/ftഀ LL 410.00 #/ftഀ Left Cantilever DLഀ #/ftഀ LL #/ftഀ Right Cantilever DLഀ 155.00 #/ftഀ LL 410.00 #/ftഀ Summaryഀ _,2:ഀ Span= 18.00ft, Right Cant= 3.50ft, Beam Width = 9.500in x Depth = 15.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.571 1ഀ Maximum Momentഀ 23.8 k-ftഀ Maximum Shear'` 1.5ഀ Allowableഀ 41.6 k-ftഀ Allowableഀ P 4; M tഀ 23 75 k-ft atഀ 8.914 ft Shear:ഀ Max. osllve omenഀ Max. Negative Moment -1.17 k-ft at 18.000 ftഀ Max @ Left Support 0.00 k-ft Camber:ഀ Max @ Right Support -3.68 k-ftഀ Max. M allow 41.59 Reactions...ഀ fb 749.25 psi fv 57.16 psi Left DL 1.65 kഀ Fb 1,312.15 psi Fv 170.00 psi Right DL 2.45 kഀ Beam Design OKഀ 8.4 kഀ 25.0 kഀ @ Leftഀ 5.34 kഀ @ Rightഀ 5.61 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.130inഀ @ Rightഀ 5ഀ 0.071 inഀ Max 5.34 kഀ Max 7.71 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Lett canwever..,ഀ veaa Loduഀ 1 ULM LVauഀ Deflectionഀ -0.087 inഀ -0.292 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 8.914 ftഀ 9.000 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 2,486.1ഀ 739.32ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. Defl )ഀ Deflectionഀ 0.048 inഀ 0.171 inഀ @ Centerഀ 0.130 inഀ ...Length/Deftഀ 1,764.6ഀ 490.1ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.071 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 380.396 in3 Areaഀ 147.250 in2ഀ 972ഀ Cf 0ഀ Rb 0.000ഀ Clഀ 5342.186ഀ .ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 23.75 k-ftഀ 217.21 in3ഀ 1,312.15 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,312.15 psiഀ @ Right Supportഀ 3.68 k-ftഀ 33.65 in3ഀ 1,312.15 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 8.01 kഀ 8.42 kഀ Area Requiredഀ 47.137 in2ഀ 49.514 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.34 kഀ Bearing Length Req'dഀ 0.900 inഀ Max. Right Reactionഀ 7.71 kഀ Bearing Length Req'dഀ 1.299 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: Kw-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B6 SSഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculation s. ecw: Calcu lat i on sഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 ftഀ 0.00 ftഀ Momentഀ Shearഀ Deflectionഀ 0.00 k-ftഀ 5.20 kഀ 0.0000 inഀ 0.00 k-ftഀ 5.20 kഀ 0.0000 inഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Titleഀ Job #ഀ Dsgnr:ഀ Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scopeഀ Page 1ഀ Rev: 580004ഀ user: KW-0606238, ver5.8.0, t-Dec-2003ഀ General Timber Beamഀ caiculations.ecw:Calculationsഀ (c)1983.2003 ENERCALC Engineering Softwareഀ - _ =ഀ = sഀ Description B7 LVLഀ 2003 NFPA 500ഀ 2000/2003 IBCഀ 0. Base allowables are user definedഀ General Informationഀ ,ഀ Code Ref: 1997/2001 NDS,ഀ Section Name MicroLam: 5.25x18ഀ •ഀ Center Span 21.00 ftഀ Luഀ 0.00 ftഀ Beare Width 5.250 inഀ .ഀ ഀ Left Cantileverഀ Luഀ ftഀ 0.00 ftഀ Beam Depth 18.000 inഀ ഀ Right Cantileverഀ MicroLam 1.9 Eഀ Truss Joist - MacMillanഀ Member Type Manuf/So.Pineഀ ,ഀ Fb Base Allow 2,600.0 psiഀ Bm Wt. Added to Loadsഀ 000ഀ 1ഀ Fv Allow 285.0 psiഀ .ഀ Load Dur. Factorഀ Beam End Fixity Pin-Pinഀ Fc Allow 750.0 psiഀ Wood Density 35.000 pcfഀ E 1,900.0 ksiഀ Trapezoidal Loadsഀ ~ഀ -ഀ _ _ഀ #1 DL @ Left #/ftഀ 00 #/ftഀ 440ഀ LL @ Left #/ft Start Locഀ LL @ Right 1,465.00 #/ft End Locഀ 0.000 ftഀ 0.000 ftഀ .ഀ DL @ Rightഀ _ഀ Beam Design OKഀ Span= 2 8 m Width = 5.250in x Depth = 18.in, Ends are Pin-Pinഀ Max Stress Ratio 0.897 : 1ഀ Maximum Moment 55.1 k-ft Maximum Shear * 1.Eഀ Allowable 61.4 k-ft Allowableഀ Max. Positive Moment 55.13 k-ft at 12.096 ft Shear:ഀ Max. Negative Moment -0.00 k-ft at 21.000 ftഀ Max @ Left Support 0.00 k-ft Camber:ഀ Max @ Right Support 0.00 k-ftഀ Max. M allow 61.42 Reactions...ഀ fb 2,333.48 psi fv 215.49 psi Left DL 1.78 kഀ Fb 2,600.00 psi Fv 285.00 psi Right DL 3.32 kഀ Deflections _ഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.220 inഀ ...Locationഀ 10.836 ftഀ ...Length/Deftഀ 1,147.4ഀ Camber ( using 1.5 * D.L.ഀ DO )ഀ @ Centerഀ 0.329 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ftഀ Cf 1.000 Rbഀ 0.000ഀ Max Momentഀ @ Centerഀ 55.13 k-ftഀ @ Left Supportഀ 0.00 k-ftഀ @ Right Supportഀ 0.00 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 10.36 kഀ Area Requiredഀ 36.361 in2ഀ Fv: Allowableഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 6.91 kഀ Max. Right Reactionഀ 13.58 kഀ Total Loadഀ Left Cantilever...ഀ -0.882 inഀ Deflectionഀ 10.920 ftഀ ...Length/Deftഀ 285.72ഀ Right Cantilever...ഀ Deflectionഀ ...Length/Deftഀ @ Leftഀ @ Rightഀ @ Leftഀ @ Centerഀ @ Rightഀ Maxഀ Maxഀ 20.4 kഀ 26.9 kഀ 6.91 kഀ 13.58 kഀ 0.000 inഀ 0.329 inഀ 0.000 inഀ 6.91 kഀ 13.58 kഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ Sxx 283.500 in3ഀ Area 94.500 in2ഀ Cl 6908.669ഀ Sxx Reo'dഀ Allowable fbഀ 254.44 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 20.36 kഀ 71.454 in2ഀ 285.00 psiഀ Bearing Length Req'dഀ 1.755 inഀ Bearing Length Req'dഀ 3.448 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ General Timber Beamഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineerino Softwareഀ .EF-:-ഀ Description B7 LVLഀ Query Values _ഀ M, V, & D @ Specified Locationsഀ @ Center Span Location = 0.00 ftഀ @ Right Cant. Location = 0.00 ftഀ @ Left Cant. Location = 0.00 ftഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ rays cഀ c a l c u l a ti o n s. a cw: C a l c u l a t i o n sഀ Momentഀ Shearഀ Deflectionഀ 0.00 k-ftഀ 6.91 kഀ 0.0000 inഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ 0-00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Description B8 SSഀ Job # T /1ഀ Date: 11:49AM, 11 JAN 06ഀ General Informationഀ Section Name 8x18ഀ Beam Widthഀ 7.500 inഀ Beam Depthഀ 17.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000 pcfഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003ഀ NFI'A bUUU. erase auowauies ale u-ഀ Center Spanഀ 22.50 ftഀ .....Lu 0.00 ftഀ Left Cantileverഀ ftഀ .....Lu 0.00 ftഀ Right Cantileverഀ 6.25 ftഀ .....Lu 0.00 ftഀ Fb Base Allowഀ 1,350.0 psiഀ Fv Allowഀ 170.0 psiഀ Fc Allowഀ 625.0 psiഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Centerഀ DLഀ #/ftഀ #/ftഀ LL #/ftഀ LL 4/ftഀ Left Cantileverഀ Right Cantileverഀ DLഀ DLഀ 160.00 #/ftഀ LL 420.00 #/ftഀ Trapezoidal Loadsഀ ~ - -ഀ #1 DL @ Leftഀ #/ftഀ 00 #/ftഀ 160ഀ LL @ Leftഀ LL @ Rightഀ #/ft Start Locഀ 420.00 #/ft End Locഀ 0.000 ftഀ 5.500 ftഀ DL @ Rightഀ #2 DL @ Leftഀ .ഀ 160.00 #/ftഀ LL @ Leftഀ 420.00 #/ft Start Locഀ 5.500 ftഀ 500 ftഀ 22ഀ DL @ Rightഀ 160.00 #/ftഀ LL @ Rightഀ 420.00 #/ft End Locഀ .ഀ T, smഀ Beam Design OI(ഀ Summaryഀ Span= 22 50ft, Right Cant= 6.25ft, Beaഀ m Width = 7.500in x Depth = 17.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.857ഀ Maximum Shear " 1.5ഀ 10.9 kഀ Maximum Momentഀ 35.4 k-ftഀ 3 k-ftഀ 41ഀ Allowableഀ 22.3 kഀ Allowableഀ Max. Positive Momentഀ 35.39ഀ .ഀ k-ft at 11.135 ft Shear: :ഀ @ Left Rightഀ 7.29 kഀ Max. Negative Momentഀ -3.75 k-ft at 22.500 ftഀ Max @ Left Support .ഀ 0.00ഀ k-ftഀ Camber:ഀ *ഀ @ Leftഀ @ Centeഀ 0.000inഀ r 0.240inഀ Max @ Right Supportഀ -11.95ഀ k-ftഀ @ Rightഀ 0.159inഀ Max. M allowഀ 41.30ഀ Reactions...ഀ kഀ Maxഀ 25 kഀ 5ഀ fb 1,109.22 psiഀ fvഀ 83.26 psiഀ iഀ Left DL 1.59ഀ 49 kഀ ht DL 3ഀ Riഀ Maxഀ .ഀ 11.11 kഀ Fb 1,294.58 psiഀ Fvഀ 170.00 psഀ .ഀ .ഀ gഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.160 inഀ ...Locationഀ 11.020 ftഀ ...Length/Deftഀ 1,684.1ഀ Camber ( using 1.5 ` D.L. Defl )ഀ @ Centerഀ 0.240 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.159 inഀ al Loadഀ Left canmever...ഀ vcau 1-ഀ 591 inഀ -0ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ .ഀ 11.250 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ 456.86ഀ Right Cantilever...ഀ Deflectionഀ 0.106 inഀ 0.484 inഀ ...Length/Deftഀ 1,413.6ഀ 309.9ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B8 SSഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cf 0.959 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Rioht Reactionഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations. ecw: Calculationsഀ 0.000 ftഀ Sxx 382.813 in3ഀ Area 131.250 in2ഀ 0.000ഀ Cl 5252.267ഀ 'ഀ Allowable fbഀ Max Momentഀ dഀ Sxx Regഀ 39 k-ftഀ 35ഀ 328.00 in3ഀ 1,294.58 psiഀ .ഀ 0.00 k-ftഀ 0.00 in3ഀ 1,294.58 psiഀ 11.95 k-ftഀ 110.78 in3ഀ 1,294.58 psiഀ @ Left Supportഀ @ Right Supportഀ 7.88 kഀ 10.93 kഀ 46.344 in2ഀ 64.280 in2ഀ 170.00 psiഀ 170.00 psiഀ 25 kഀ 5ഀ Bearing Length Req'dഀ 1.120 inഀ .ഀ 11.11 kഀ Bearing Length Req'dഀ 2.370 inഀ Query Valuesഀ ^M, V, & D @ Specified Locationsഀ Momentഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ Shearഀ Deflectionഀ 4.89 kഀ 0.0000 inഀ 4.89 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ 1-01ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev:58o00 Page 1ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description 138A SSഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14 Center Span 20.50 ft .....Lu 0.00 ftഀ Beam Width 7.500 in Left Cantilever ft .....Lu 0.00 ftഀ Beam Depth 13.500 in Right Cantilever 6.00ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000 pcfഀ Fb Base Allow 1,350.0 psiഀ Fv Allow 170.0 psiഀ Fc Allow 625.0 psiഀ E 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 97.50 #/ft LL 260.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 97.50 #/ft LL 260.00 #/ftഀ Summaryഀ Beam Design OKഀ Span= 20.50ft, Right Cant=ഀ 6.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.751 1ഀ Maximum Momentഀ 19.0 k-ftഀ Maximum Shear 1ഀ .5ഀ 6.4 kഀ Allowableഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 18.99 k-ftഀ atഀ 9.933 ft Shear:ഀ @ Leftഀ 3.81 kഀ Max. Negative Momentഀ -2.20 k-ftഀ atഀ 20.500 ftഀ @ Rightഀ 4.25 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -6.88 k-ftഀ @ Centerഀ 0.235 inഀ @ Rightഀ 0.157inഀ Max. M allowഀ 25.30ഀ ഀ Reactions...ഀ fb 1,000.22 psiഀ fvഀ 62.99 psiഀ Left DL 1.14 kഀ Maxഀ 3.81 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 2.09 kഀ Maxഀ 6.54 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.157 inഀ -0.577 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 9.933 ftഀ 10.144 ftഀ ...Length/Deflഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,567.9ഀ 426.61ഀ Right Cantilever...ഀ Camber ( using 1.5 `ഀ D.L. Defl )ഀ Deflectionഀ 0.105 inഀ 0.493 inഀ @ Centerഀ 0.235 inഀ ...Length/Deftഀ 1,372.0ഀ 292.4ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.157 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ Clഀ 3809.402ഀ Max Momentഀ Sxx Req'dഀ Allowable fbഀ @ Centerഀ 18.99 k-ftഀ 171.01 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 6.88 k-ftഀ 61.94 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 5.71 kഀ 6.38 kഀ Area Requiredഀ 33.612 in2ഀ 37.519 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 3.81 kഀ Bearing Length Req'dഀ 0.813 inഀ Max. Right Reactionഀ 6.54 kഀ Bearing Length Req'dഀ 1.396 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2Uv:6ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ IN= 1KzffiIW3==W=ഀ Description B8A SSഀ General Timber Beamഀ Jobഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M,ഀ Momentഀ 3 Shearഀ 0.00 k-ftഀ 3.58 kഀ 0.00 k-ftഀ 3.58 kഀ 0.00 k-ftഀ Zഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ M, V, & D @ Specified Locationsഀ @ Center Span Location = 0.00 ftഀ @ Right Cant. Location = 0.00 ftഀ @ Left Cant. Location = 0.00 ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ User. KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B9 LVLഀ General Timber Beamഀ Camber:ഀ G I I f tlOn Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ enera n ormaഀ Section Nameഀ Microl-am: 3.5x11.875ഀ Beam Widthഀ 3.500 inഀ Beam Depthഀ 11.875 inഀ Member Typeഀ Manuf/So.Pineഀ Bm Wt. Added toഀ Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000pcfഀ Center Spanഀ 9.00 ft .....Luഀ Left Cantileverഀ ft .....Luഀ Right Cantileverഀ ft .....Luഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Fb Base Allowഀ 2,600.0 psiഀ Fv Allowഀ 285.0 psiഀ Fc Allowഀ 750.0 psiഀ Eഀ 1,900.0 ksiഀ zoidal Loadsഀ #1 DL @ Left 315.00 #/ft LL @ Left 1,050.00 #/ft Start Locഀ DL @ Right #/ft LL @ Right #/ft End Locഀ 0.99 kഀ 0.52 kഀ Beam Design OKഀ Span= 9.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pinഀ Max Stress Ratio 0.524 : 1ഀ Maximum Moment 7.2 k-ft Maximum Shear 1.5ഀ Allowable 17.8 k-ft Allowableഀ 7 19 L--ft at 3 816 ft Shear:ഀ Max. Positive Momentഀ Max. Negative Momentഀ 0.00 k-ft atഀ 0.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 17.82ഀ Reactions...ഀ fb 1,049.27 psiഀ fv 149.43 psiഀ Left DLഀ Fb 2,600.00 psiഀ Fv 285.00 psiഀ Right DLഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.027 inഀ ...Locationഀ 4.320 ftഀ ...Length/Deftഀ 4,044.4ഀ Camber ( using 1.5 *ഀ D.L. Defl )ഀ @ Centerഀ 0.040 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ @ Leftഀ @ Rightഀ @ Leftഀ @ Centerഀ @ Rightഀ Maxഀ Maxഀ Page 1ഀ calculations.ecw: calculationsഀ 0.00 ftഀ 0.00 ftഀ 0.00 Itഀ 0.000 ftഀ 0.000 ftഀ 6.2 kഀ 11.8 kഀ 4.14kഀ 2.09 kഀ 0.000 inഀ 0.040 inഀ 0.000 inഀ 4.14kഀ 2.09 kഀ a[ LU&Uഀ -0.110 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ 4.320 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ 978.53ഀ Right Cantilever...ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ Cf 1.000 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ 0.000 ftഀ Sxx 82.259 in3ഀ Area 41.563 in2ഀ 0.000ഀ Cl 4140.457ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ 7.19 k-ftഀ 33.20 in3ഀ 2,600.00 psiഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ @ Left Supportഀ @ Right Supportഀ 6.21 kഀ 3.14 kഀ 21.792 in2ഀ 11.016 in2ഀ 285.00 psiഀ 285.00 psiഀ 4.14 k Bearing Length Req'd 1.577 inഀ 2.09 k Bearing Length Req'd 0.797 inഀ Job # V~5ഀ Date: 11:49AM, 11 JAN 06ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004ഀ User: KW-0606238, Ver5.8.0. 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B9 LVLiഀ rage zഀ calculation s.ecw: Calculationsഀ Query Valuesഀ 'ഀ & D @ Specified Locationsഀ Vഀ Mഀ Momentഀ Shearഀ Deflectionഀ ,ഀ ,ഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 4.14 kഀ 00 kഀ 0ഀ 0.0000 inഀ 0000 inഀ 0ഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ .ഀ 00 kഀ 0ഀ .ഀ 0000 inഀ 0ഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ .ഀ .ഀ General Timber Beamഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-200:1ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B10 LVLഀ Center Spanഀ Left Cantileverഀ Right Cantileverഀ Truss Joist - Maiഀ Fb Base Allowഀ Fv Allowഀ Fc Allowഀ Eഀ General Timber Beamഀ General Informationഀ Section Name MicroLam: 5.25x18ഀ Beam Widthഀ 5.250 inഀ Beam Depthഀ 18.000 inഀ Member Typeഀ Manuf/So.Pineഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000pcfഀ #1 DL @ Leftഀ DL @ Rightഀ #2 DL @ Leftഀ DL @ Rightഀ Point Loadsഀ ._3-ഀ ueaa Loao -+"DUV.vഀ Live Load 11,400.0 Ibsഀ Ibsഀ Ibs Ibs Ibsഀ 000 ftഀ 000 ft 0ഀ 0ഀ ...distance 10.250 ftഀ 0.000 ftഀ .ഀ .ഀ 0.000 ftഀ Summaryഀ Span= 14.75ft, Beam Width =ഀ 5.250in x Depth = 18.in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0ഀ .865 : 1ഀ Maximum Shear' 1.5ഀ Maximum Momentഀ 53.1 k-ftഀ 4 k-ft Allowableഀ 61ഀ Allowableഀ .ഀ Positive Momentഀ Maxഀ 53.13 k-ftഀ at 10.207 ft Shear:ഀ .ഀ ,ഀ Max. Negative Momentഀ 0.00 k-ftഀ at 0.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 61.42ഀ Reactions...ഀ 249.08 psiഀ fb 2ഀ fvഀ 194.82 psi Left DL 2.13 kഀ ,ഀ Fb 2,600.00 psi .ഀ Fvഀ 285.00 psi Right DL 3.49 kഀ Beam Ueslgn vt,ഀ 18.4 kഀ 26.9 kഀ @ Leftഀ 7.30 kഀ @ Rightഀ 12.27 kഀ @ Leftഀ 0.000 inഀ @ Centerഀ 0.150inഀ @ Rightഀ 0.000 inഀ Maxഀ 7.30 kഀ Maxഀ 5ഀ 12.27 kഀ Deflectionsഀ 14.75 ft .....Lu 0.00 ftഀ ft .....Lu 0.00 ftഀ ft .....Lu 0.00 ftഀ ;Milian, Microl-am 1.9 Eഀ 2,600.0 psiഀ 285.0 psiഀ 750.0 psiഀ 1,900.0 ksiഀ 160.00 #/ftഀ LL @ Leftഀ 420.00 #/ftഀ Start Locഀ d Locഀ Eഀ 0.000 ftഀ 250 ftഀ 10ഀ #/ftഀ LL @ Rightഀ #/ftഀ nഀ .ഀ #/ftഀ LL @ Leftഀ #/ftഀ Start Locഀ 10.250 ftഀ 70.00 #/ftഀ LL @ Rightഀ 180.00 #/ftഀ End Locഀ 14.750 ftഀ Jobഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calcu lations.ecw: Calculationsഀ Ibs Ibsഀ 0.000 ft 0.000 ftഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.100 inഀ ...Locationഀ 7.965 ftഀ ...Length/Deftഀ 1,770.9ഀ Camber ( using 1.5 ' D.L. Defl )ഀ @ Centerഀ 0.150 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFF A bUUU. base auowauica al c u-ഀ al Loaaഀ -0.351 inഀ 7.965 ftഀ 503.86ഀ Left Cantilever...ഀ Deflectionഀ ...Length/Deftഀ Right Cantilever...ഀ Deflectionഀ ...Length/Deftഀ 0.000 inഀ 0.0ഀ 0.000 inഀ 0.0ഀ 0.000 inഀ 0.0ഀ 0.000 inഀ 0.0ഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev: 580004 Page 2ഀ User: KW-0606238, ver 5.8.0, 1-Dec-2003 General Timber Beam calculations.ecw:Calculationsഀ (c)1983-2003 ENERCALC Engineering softwareഀ Description B10 LVLഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 It Sxxഀ Cf 1.000 Rbഀ 0.000 Clഀ Max Momentഀ @ Centerഀ 53.13 k-ftഀ @ Left Supportഀ 0.00 k-ftഀ @ Right Supportഀ 0.00 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 10.95 kഀ Area Requiredഀ 38.423 in2ഀ Fv: Allowableഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 7.30 kഀ Max Ri ht Reactionഀ 12.27 kഀ 283.500 in3ഀ Area 94.500 in2ഀ 7300.382ഀ Sxx Reo'dഀ Allowable fbഀ 245.24 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ 0 00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 18.41 kഀ 64.597 in2ഀ 285.00 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ 1.854 inഀ 3.117 inഀ . 9ഀ -ഀ 1ഀ Query Valuesഀ 1ഀ & D @ Specified Locationsഀ Mഀ Vഀ Momentഀ Shearഀ Deflectionഀ ,ഀ ,ഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ -ഀ 7.30 kഀ 00 kഀ 0ഀ 0.0000 inഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ ftഀ 0.00 kഀ 00 k-ftഀ 0ഀ .ഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ .ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004ഀ User: KW-0606238,ഀ (c)1983-2003 ENERഀ Descriptionഀ Ver5.8.0, 1-Dec-2003ഀ CALC Engineering Softwareഀ B10A LVLഀ rayu iഀ mini datinns.arw:Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/20ഀ 03 IBC, 2003 NFPA 5000. Base aliowaoles are user ueuneuഀ Section Name MicroLam: 3.5x11.875ഀ Center Spanഀ 14.75 ft .....Lu 0.00 ftഀ 00 ftഀ Lu 0ഀ ftഀ Beam Widthഀ Beam Depthഀ 3.500 inഀ 11.875 inഀ Left Cantileverഀ Right Cantileverഀ .ഀ ഀ ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan,ഀ MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 750.0 psiഀ Wood Densityഀ 35.000pcfഀ Eഀ 1,900.0ksiഀ Full Length Uniform Loadsഀ Center DLഀ 53.00 #/ftഀ LL 140.00 #/ftഀ Left Cantilever DLഀ #/ftഀ LL #/ftഀ Right Cantilever DLഀ #/ftഀ LL #/ftഀ Summaryഀ Designഀ Beamഀ Span= 14.75ft, Beam Widthഀ = 3.500in x Depth = 11.875in, Ends are Pin-Pinഀ 7ഀ Max Stress Ratioഀ 0.310 : 1ഀ Maximum Shearഀ 1ഀ 5ഀ 2.ഀ Maximum Momentഀ 5.5 k-ftഀ 8 k-ftഀ 17ഀ Allowableഀ .ഀ 11.8 kഀ Allowableഀ .ഀ Max. Positive Momentഀ 5.52ഀ k-ft at 7.37ഀ 5 ft Shear:ഀ fഀ @ Leftഀ @ Rightഀ 1.50 kഀ 1.50 kഀ Max. Negative Momentഀ 0.00ഀ k-ft at 14.75ഀ tഀ 0ഀ Max @ Left Supportഀ 0.00ഀ k-ftഀ Camber:ഀ @ Leftഀ @ Centerഀ 0.000inഀ 0.109inഀ Max @ Right Supportഀ 0.00ഀ k-ftഀ @ Rightഀ O.000inഀ Max. M allowഀ 17.82ഀ Reactions...ഀ fb 805.76 psiഀ fvഀ 54.06 psiഀ Left DL 0.47 kഀ Maxഀ 1.50 kഀ Fb 2,600.00 psiഀ Fvഀ 285.00 psiഀ Right DL 0.47 kഀ Maxഀ 1.50 kഀ Deflectionsഀ Center Span... Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.072 inഀ -0.233 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ 0ഀ 0ഀ ...Locationഀ 7.375 ftഀ 7.375 ftഀ ...Length/Deftഀ 0.0ഀ .ഀ ...Length/Deftഀ 2,444.2ഀ 759.38ഀ Right Cantilever...ഀ Camber ( using 1.5' D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.109 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ General Timber Beamഀ aഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ftഀ Cf 1.000 Rbഀ 0.000ഀ Max Momentഀ @ Centerഀ 5.52 k-ftഀ @ Left Supportഀ 0.00 k-ftഀ @ Right Supportഀ 0.00 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 2.25 kഀ Area Requiredഀ 7.884 in2ഀ Fv: Allowableഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 1.50 kഀ Max. Right Reactionഀ 1.50 kഀ Sxx 82.259 in3ഀ Area 41.563 in2ഀ Cl 1497.877ഀ Sxx Reo'dഀ Allowable fbഀ 25.49 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 2.25 kഀ 7.884 in2ഀ 285.00 psiഀ Bearing Length Req'dഀ 0.571 inഀ Bearing Length Req'dഀ 0.571 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B10A LVLഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations.ecw: Calculationsഀ Valuesഀ M, V, & D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ Momentഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ Shearഀ 1.50 kഀ 0.00 kഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # Mഀ Date: 11:49AM, 11 JAN 06ഀ 1-Dec-2003 General Timber Beamഀ ineering Softwareഀ Description B11 LVLഀ - L -ഀ Page 1ഀ calculations. ecw: calculationsഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Nameഀ MicroLam: 1.75x11.87ഀ Center Spanഀ 6.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 1.750 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 11.875 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added toഀ Loadsഀ Fb Base Allowഀ 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,900.0 ksiഀ Trapezoidal Loadsഀ #1 DL @ Left #/ft LL @ Left~ #/ft Start Loc 0.000 ftഀ DL @ Right 120.00 #/ft LL @ Right 400.00 #/ft End Loc 0.000 ftഀ sഀ Summary Beam Design OKഀ Span= 6.00ft, Beam Width = 1.750in x Depth = 11.875in, Ends are Pin-Pinഀ Max Stress Ratio 0.267 : 1ഀ Maximum Moment 1.2 k-ft Maximum Shear * 1.5 1.6 kഀ Allowable 8.9 k-ft Allowable 5.9 kഀ Positive Momentഀ Maxഀ 1.22 k-ftഀ atഀ 3.456 ftഀ Shear:ഀ @ Leftഀ 0.54 kഀ .ഀ Max. Negative Momentഀ -0.00 k-ftഀ atഀ 6.000 ftഀ @ Rightഀ 1.06 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.006inഀ @ Rightഀ 0.000inഀ Max. M allowഀ 8.91ഀ ഀ Reactions...ഀ fb 356.84 psiഀ fvഀ 76.16 psiഀ Left DLഀ 0.14 kഀ Maxഀ 0.54 kഀ Fb 2,600.00 psiഀ Fvഀ 285.00 psiഀ Right DLഀ 0.26 kഀ Maxഀ 1.06 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.004 inഀ -b.017 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 3.096 ftഀ 3.120 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 17,585.6ഀ 4,315.10ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. DO )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.006 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Caicsഀ Bending Analysisഀ Ck 21.924ഀ Le 0.000 ftഀ Sxxഀ 41.130 in3 Areaഀ 20.781 in2ഀ Cf 1.000ഀ Rb 0.000ഀ Clഀ 535.153ഀ Max Momentഀ Sxx Reg'dഀ Allowable fbഀ @ Centerഀ 1.22 k-ftഀ 5.64 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 0.80 kഀ 1.58 kഀ Area Requiredഀ 2.817 in2ഀ 5.553 in2ഀ Fv: Allowableഀ 285.00 psiഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 0.54 kഀ Bearing Length Req'dഀ 0.408 inഀ Max. Right Reactionഀ 1.06 kഀ Bearing Length Req'dഀ 0.804 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Jobഀ Date: 11:49AM, 11 JAN 06ഀ v: 580004ഀ er: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ 1983-2003 ENERCALC Enqineering Software -ഀ Description B11 LVLഀ Page 2ഀ c a l c u l a t io n s. ecw: C a l c u l at i o n sഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ Q Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 0.54 kഀ 0.0000 inഀ Q Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # I~ഀ Date: 11:49AM, 11 JAN 06ഀ 580004ഀ KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ 53.2003 ENERCALC Engineering Softwareഀ Description B12 LVLഀ Page 1ഀ calculations.ecw:Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name MicroLam: 5.25x16ഀ Center Span 23.75 ft .....Lu 0.00 ftഀ Beam Widthഀ 5.250 inഀ Left Cantilever ft .....Lu 0.00 ftഀ Beam Depthഀ 16.000 inഀ Right Cantilever ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allow 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,900.0 ksiഀ Full Length Uniform Loads _ഀ Center DL 85.00 #/ft LL 275.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever D]_ #/ft LL #/ftഀ Point Loadsഀ Dead Load 1,300.0 Ibs Ibs Ibs Ibsഀ Live Load 4,000.0 Ibs Ibs Ibs Ibsഀ ...distance 4.250 ft 0.000 ft 0.000 ft 0.000 ftഀ aഀ Summaryഀ Span= 23.75ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin-Pinഀ Max Stress Ratio 0.809 ; 1ഀ Ibs Ibs Ibsഀ Ibs Ibs Ibsഀ 0.000 ft 0.000 ft 0.000 ftഀ Maximum Momentഀ 39.3 k-ftഀ Maximum Shear * 1.5ഀ Allowableഀ 48.5 k-ftഀ Allowableഀ Max. Positive Momentഀ 39.27 k-ftഀ atഀ 9.405 ft Shear:ഀ @ Leftഀ Max. Negative Momentഀ 0.00 k-ftഀ atഀ 0.000 ftഀ @ Rightഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ @ Rightഀ Max. M allowഀ 48.53ഀ Reactions...ഀ fb 2,103.59 psiഀ fvഀ 158.38 psiഀ Left DL 2.32 kഀ Maxഀ Fb 2,600.00 psiഀ Fvഀ 285.00 psiഀ Right DL 1.48 kഀ Maxഀ Deflectionsഀ Center Span... Dead Loadഀ I otal Loaaഀ pert t.anumvcr...ഀ Deflection -0.317 inഀ -1.188 inഀ Deflectionഀ 0.000 inഀ ...Location 11.400 ftഀ 11.400 ftഀ ...Length/Dellഀ 0.0ഀ ...Length/Deft 899.5ഀ 239.87ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. Defl )ഀ Deflectionഀ 0.000 inഀ @ Center 0.475 inഀ ...Length/Def!ഀ 0.0ഀ @ Left 0.000 inഀ @ Right 0.000 inഀ Beam Design OKഀ 13.3 kഀ 23.9 kഀ 8.87 kഀ 5.47 kഀ 0.000 inഀ 0.475 inഀ 0.000 inഀ 8.87 kഀ 5.47 kഀ 0.000 inഀ 0.0ഀ 0.000 inഀ 0.0ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ w: 580004ഀ ,er: KW-0606238, Ver 5.8.0,ഀ 1983-2003 ENERCALC Encഀ nearing Softwareഀ B12 LVLഀ General Timber Beamഀ Fage zഀ uescrlpnonഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ft Sxxഀ Cf 1.000 Rbഀ 0.000 Clഀ Max Momentഀ @ Centerഀ 39.27 k-ftഀ @ Left Supportഀ 0.00 k-ftഀ @ Right Supportഀ 0.00 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 13.30 kഀ Area Requiredഀ 46.679 in2ഀ Fv: Allowableഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 8.87 kഀ Max. Right Reactionഀ 5.47 kഀ ഀ 224.000 in3ഀ Area 84.000 in2ഀ 8869.025ഀ Sxx Readഀ Allowable fbഀ 181.23 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 8.20 kഀ 28.768 in2ഀ 285.00 psiഀ Bearing Length Req'dഀ 2.252 inഀ Bearing Length Req'dഀ 1.388 inഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ Shearഀ 8.87 kഀ 0.00 kഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B1 2A SSഀ General Timber Beamഀ Camber:ഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 14.25 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ ft .....Lu 0.00 Itഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 79.00 #/ft LL 210.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL #/ft LL #/ftഀ Point Loadsഀ Dead Load Ibs 400.0 Ibs Ibs Ibsഀ Live Load Ibs 900.0 Ibs Ibs Ibsഀ ...distance 0.000 ft 2.750 ft 0.000 ft 0.000 ftഀ Summaryഀ Span= 14.25ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratio 0.389 : 1ഀ Ibs Ibs Ibsഀ Ibs Ibs Ibsഀ 0.000 ft 0.000 ft 0.000 ftഀ Beam Design OKഀ Maximum Moment 9.8 k-ft Maximum Shear * 1.5ഀ Allowable 25.3 k-ft Allowableഀ Max Positive Moment 9.85 k-ft at 6.327 ft Shear:ഀ Max. Negative Momentഀ 0.00 k-ft atഀ 0.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 518.75 psiഀ fv 48.65 psiഀ Left DLഀ Fb 1,332.45 psiഀ Fv 170.00 psiഀ Right DLഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.048 inഀ -0.149 inഀ ...Locationഀ 6.954 ftഀ 6.954 ftഀ ...Length/Deftഀ 3,531.6ഀ 1,150.32ഀ Camber ( using 1.5' D.L. Defl )ഀ @ Centerഀ 0.073 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ 4.9 kഀ 17.2 kഀ @ Leftഀ 3.28 kഀ @ Rightഀ 2.49 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.073inഀ @ Rightഀ 5ഀ 0.000inഀ Job # p aഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calculations. ecw: Calcu lation sഀ 1.06 k Maxഀ 0.82 k Maxഀ ~G Deflectionഀ ...Length/Dellഀ Right Cantilever...ഀ Deflectionഀ ...Length/ Deflഀ 3.28 kഀ 2.49 kഀ 0.000 in 0.000 inഀ 0.0 0.0ഀ 0.000 in 0.000 inഀ 0.0 0.0ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User:ഀ Descriptionഀ 1-Dec-2003ഀ neering Softwareഀ B1 2A SSഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations. ecw:Calculationsഀ stress Calcsഀ Bending Analysisഀ Ck 27.920 Le 0.000 ft Sxx 227.813 in3 Area 101.250 in2ഀ Cf 0.987 Rb 0.000 Cl 3283.589ഀ Max Momentഀ Sxx Reg'dഀ Allowable fbഀ @ Centerഀ 9.85 k-ftഀ 88.69 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 4.93 kഀ 3.73 kഀ Area Requiredഀ 28.973 in2ഀ 21.929 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 3.28 kഀ Bearing Length Req'dഀ 0.700 inഀ Max. Right Reactionഀ 2.49 kഀ Bearing Length Req'dഀ 0.530 inഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 3.28 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Hev: bdUUV4ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam ageഀ (61983.2003 ENERCALC Enqineerinq Software calculations.ecw:Calculationsഀ Description B13 SSഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 2.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ 4.00ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000pcfഀ Eഀ 1,600.0ksiഀ Full Length Uniform Loadsഀ Center DL #/ft LL #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 146.00 #/ft LL 390.00 #/ftഀ Span= 2.00ft, Right Carഀ Max Stress Ratioഀ Maximum Momentഀ Allowableഀ Max. Positive Momentഀ Max. Negative Momentഀ Max @ Left Supportഀ Max @ Right Supportഀ Max. M allowഀ fb 236.24 psiഀ Fb 1,332.45 psiഀ it= 4.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ 0.198 ; 1ഀ -4.5 k-ft Maximum Shearഀ 25.3 k-ft • Allowableഀ 0.00 k-ft at , 0.000 ft Shear:ഀ -1.36 k-ft at 2.000 ftഀ 0.00 k-ft Camber:ഀ -4.48 k-ftഀ 25.30 Reactions...ഀ fv 33.59 psi Left DL -0.66 kഀ Fv 170.00 psi Right DL 1.39 kഀ Beam Design OKഀ iഀ 3.4 kഀ 17.2 kഀ @ Leftഀ 2.22 kഀ @ Rightഀ 2.27 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.000inഀ @ Rightഀ 0.009 inഀ Maxഀ -2.22 kഀ Maxഀ 4.51 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ 0.000 inഀ 0.000 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 1.167 ftഀ 1.167 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 98,987.3ഀ 98,987.32ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ -0.006 inഀ -0.021 inഀ @ Centerഀ 0.000 inഀ ...Length/Dellഀ 15,245.6ഀ 4,630.9ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.009 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ Clഀ 657.828ഀ Max Momentഀ Sxx Req'dഀ Allowable fbഀ @ Centerഀ 1.36 k-ftഀ 12.29 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 4.48 k-ftഀ 40.39 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 3.33 kഀ 3.40 kഀ Area Requiredഀ 19.569 in2ഀ 20.003 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ -2.22 kഀ Bearing Length Req'dഀ 0.473 inഀ Max. Right Reactionഀ 4.51 kഀ Bearing Length Req'dഀ 0.962 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B13 SSഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations. ecw: Calculationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ -2.22 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ -2.22 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # f rLഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B13A SSഀ General Informationഀ Section Name 8x14ഀ Beam Widthഀ 7.500 inഀ Beam Depthഀ 13.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000 pcfഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Center Span 2.00 ft .....Lu 0.00 ftഀ Left Cantilever ft .....Lu 0.00 ftഀ Right Cantilever 4.00ft .....Lu 0.00 ftഀ Fb Base Allow 1,350.0 psiഀ Fv Allow 170.0 psiഀ Fc Allow 625.0 psiഀ E 1,600.0 ksiഀ Full Length Uniform Loadsഀ Centerഀ DLഀ 173.00 #/ftഀ LL 460.00 #/ftഀ Left Cantileverഀ DLഀ #/ftഀ LL #/ftഀ Right Cantileverഀ DLഀ 173.00 #/ftഀ LL 460.00 #/ftഀ _-L Summaryഀ Beam Design OKഀ Span= 2.00ft, Right Canഀ t= 4.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.287 : 1ഀ *ഀ 9 kഀ 4ഀ Maximum Momentഀ lഀ 5.3 k-ftഀ 1ഀ Maximum Shearഀ .5ഀ .ഀ Allowableഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 0.00ഀ k-ft at 0.000 ft Shear:ഀ @ Leftഀ @ Rightഀ 2.43 kഀ 3.29 kഀ Max. Negative Momentഀ -1.58ഀ k-ft at 2.000 ftഀ Max @ Left Supportഀ 0.00ഀ k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -5.26ഀ k-ftഀ @ Centerഀ @ Rightഀ 0.000 inഀ 0.011 inഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 277.12 psiഀ fvഀ 48.71 psiഀ Left DL -0.59 kഀ Maxഀ -1.97 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 1.78 kഀ Maxഀ 5.92 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ 0.000 inഀ 0.000 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ 0ഀ 0ഀ ...Locationഀ 1.167 ftഀ 1.238 ftഀ ...Length/Deftഀ 0.0ഀ .ഀ ...Length/Deftഀ 93,418.5ഀ 124,414.48ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. Defl )ഀ Deflectionഀ -0.007 inഀ -0.024 inഀ @ Centerഀ 0.000 inഀ ...Length/Deftഀ 13,379.8ഀ 3,967.1ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.011 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cf 0.987 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ General Timber Beamഀ rage Iഀ calculations. sow: Calculationsഀ 0.000 ftഀ Sxx 227.813 in3ഀ 0.000ഀ Cl 132.828ഀ Max Momentഀ Sxx Reo'dഀ 1.58 k-ftഀ 14.24 in3ഀ 0.00 k-ftഀ 0.00 in3ഀ 5.26 k-ftഀ 47.38 1n3ഀ @ Left Supportഀ @ Right Supportഀ 3.65 kഀ 4.93 kഀ 21.466 in2ഀ 29.012 in2ഀ 170.00 psiഀ 170.00 psiഀ -1.97 kഀ Bearing Length Req'dഀ 5.92 kഀ Bearing Length Req'dഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ 0.421 inഀ 1.263 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B13A SSഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ -1.97 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ -1.97 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Jobഀ Date: 11:49AM, 11 JAN 06ഀ Hev: 580004ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 1ഀ (c11983-2003 ENERCALC Endneerino Software calculations.ecw:Calculations -ഀ Description B14 LVLഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name Microഀ Lam: 3.5x11.875ഀ Center Span 10.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 3.500 inഀ Left Cantilever ft .....Lu 0.00 ftഀ Beam Depthഀ 11.875 inഀ Right Cantilever ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allow 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,900.0 ksiഀ Trapezoidal Loadsഀ #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ftഀ DL @ Right 60.00 #/ft LL @ Right #/ft End Loc 0.000 ftഀ Point Loadsഀ Dead Load -700.0 lbs 1,500.0lbs Ibs Ibs Ibs Ibs Ibsഀ Live Load -1,500.0 lbs 4,000.0 lbs Ibs Ibs Ibs Ibs Ibsഀ ...distance 4.500 ft 8.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ftഀ Beam Design OKഀ Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.516 : 1ഀ Maximum Momentഀ 5.0 k-ftഀ Maximum Shear *ഀ 1.5ഀ 6.1 kഀ Allowableഀ 17.8 k-ftഀ Allowableഀ 11.8 kഀ Max. Positive Momentഀ 5.00 k-ft atഀ 8.760 ft Shear:ഀ @ Leftഀ 0.37 kഀ Max. Negative Momentഀ -1.86 k-ft atഀ 4.480 ftഀ @ Rightഀ 4.07 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.011 inഀ Max. M allowഀ 17.82ഀ Reactions...ഀ ഀ @ Rightഀ 0.000inഀ fb 729.19 psiഀ fv 147.00 psiഀ Left DL -0.05 kഀ Maxഀ -0.37 kഀ Fb 2,600.00 psiഀ Fv 285.00 psiഀ Right DL 1.25 kഀ Maxഀ 4.07 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ ueaa Logoഀ I oval Loaoഀ Deflectionഀ -0.008 inഀ -0.018 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 7.360 ftഀ 7.760 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deflഀ 15,746.9ഀ 6,514.17ഀ Right Cantilever...ഀ Camber ( using 1.5 "ഀ D.L. DO )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.011 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924ഀ Le 0.000 ftഀ Sxxഀ 82.259 in3 Areaഀ 41.563 in2ഀ Cf 1.000ഀ Rb 0.000ഀ Clഀ 371.990ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 5.00 k-ftഀ 23.07 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 1n3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 0.56 kഀ 6.11 kഀ Area Requiredഀ 1.958 in2ഀ 21.437 in2ഀ Fv: Allowableഀ 285.00 psiഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ -0.37 kഀ Bearing Length Req'dഀ 0.142 inഀ Max. Right Reactionഀ 4.07 kഀ Bearing Length Req'dഀ 1.552 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ ("c)e1v:983'"-2003""ഀ ""ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B14 LVLഀ Query Valuesഀ Ir- >rv....ഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ -0.37 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238,ഀ (cll983.2003 ENERഀ Descriptionഀ General Informationഀ Section Name 8x14ഀ Beam Widthഀ 7.500 inഀ Beam Depthഀ 13.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000pcfഀ General Timber Beamഀ rage iഀ calculations. ecw:Calculationsഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ -auഀ Center Spanഀ 9.00 ft .....Luഀ 0.00 ftഀ Left Cantileverഀ ft .....Luഀ 0.00 ftഀ Right Cantileverഀ 3.25 ft .....Luഀ 0.00 ftഀ Fb Base Allowഀ 1,350.0 psiഀ Fv Allowഀ 170.0 psiഀ Fc Allowഀ 625.0 psiഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 150.00 #/ft LL 400.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 150.00 #/ft LL 400.00 #/ftഀ Summaryഀ Span= 9.00ft, Right Cant=ഀ 3.25ft, Beam Wiഀ dth = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.255 : 1ഀ Maximum Momentഀ 5.4 k-ftഀ Maximum Shear 1.5ഀ Allowableഀ 25.3 k-ftഀ Allowableഀ Max. Positive Momentഀ 5.37 k-ftഀ at 4.304 ft Shear:ഀ Max. Negative Momentഀ -0.92 k-ftഀ at 9.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ Max @ Right Supportഀ -3.03 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 282.65 psiഀ fvഀ 43.30 psiഀ Left DL 0.68 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 1.46 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever... Dഀ Deflectionഀ -0.007 inഀ -0.031 inഀ Deflectionഀ ...Locationഀ 4.255 ftഀ 4.451 ftഀ ...Length/Deftഀ ...Length/Deftഀ 14,939.7ഀ 3,461.15ഀ Right Cantilever...ഀ Camber ( using 1.5' D.L. Defl )ഀ Deflectionഀ @ Centerഀ 0.011 inഀ ...Length/Deftഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.006 inഀ Beam Design OKഀ 4.4 kഀ 17.2 kഀ @ Leftഀ 2.48 kഀ @ Rightഀ 2.92 kഀ @ Leftഀ 0.000 inഀ @ Centerഀ 0.011 inഀ @ Rightഀ 0.006inഀ Maxഀ 2.48 kഀ Maxഀ 5ഀ 4.79 kഀ 0.000 in 0.000 inഀ 0.0 0.0ഀ 0.004 in 0.031 inഀ 19,599.6 2,503.4ഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cf 0.987 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ t-Dec-2003ഀ neering Softwareഀ B15 SSഀ 2_z --1zഀ 0.000 Itഀ 0.000ഀ Max Momentഀ 5.37 k-ftഀ 0.00 k-ftഀ 3.03 k-ftഀ @ Left Supportഀ 3.72 kഀ 21.911 in2ഀ 170.00 psiഀ 2.48 kഀ 4.79 kഀ Sxx 227.813 in3ഀ Cl 2483.280ഀ Sxx Reo'dഀ 48.33 in3ഀ 0.00 in3ഀ 27.33 in3ഀ @ Right Supportഀ 4.38 kഀ 25.791 in2ഀ 170.00 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ 0.530 inഀ 1.022 inഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rഀ Rev: 580004 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description 615 SSഀ Query Valuesഀ ZU-Mഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 2.25 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 2.25 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ rഀ dഀ Rev: 580004ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 1ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B15A LVLഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name Microഀ Lam: 3.5x11.875ഀ Center Spanഀ 10.25 ft .....Lu 0.00 ftഀ Beam Widthഀ 3.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 11.875 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,900.0 ksiഀ Point Loadsഀ Dead Load 1,500.0 lbs Ibs Ibs Ibs Ibs Ibs Ibsഀ Live Load 3,300.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibsഀ ...distance 5.125 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0,000 ft 0.000 ftഀ Beam Design OKഀ Span= 10.25ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.698 ; 1ഀ Maximum Momentഀ 12.4 k-ftഀ Maximum Shear *ഀ 1.5ഀ 3.7 kഀ Allowableഀ 17.8 k-ftഀ Allowableഀ 11.8 kഀ Max. Positive Momentഀ 12.43 k-ftഀ atഀ 5.125 ftഀ Shear:ഀ @ Leftഀ 2.45 kഀ Max. Negative Momentഀ 0.00 k-ftഀ atഀ 10.250 ftഀ @ Rightഀ 2.45 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000 inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.098inഀ Max. M allowഀ 17.82ഀ ഀ Reactions...ഀ @ Rightഀ 0.000inഀ fb 1,813.68 psiഀ fvഀ 88.49 psiഀ Left DLഀ 0.80 kഀ Maxഀ 2.45 kഀ Fb 2,600.00 psiഀ Fvഀ 285.00 psiഀ Right DLഀ 0.80 kഀ Maxഀ 2.45 kഀ Deflectionsഀ Center Span...ഀ Dead* Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.065 inഀ -0.203 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 5.125 ftഀ 5.125 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,881.7ഀ 605.23ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.098 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924ഀ Le 0.000 ftഀ Sxxഀ 82.259 in3 Areaഀ 41.563 in2ഀ Cf 1.000ഀ Rb 0.000ഀ Clഀ 2451.773ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 12.43 k-ftഀ 57.38 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 3.68 kഀ 3.68 kഀ Area Requiredഀ 12.904 in2ഀ 12.904 in2ഀ Fv: Allowableഀ 285.00 psiഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 2.45 kഀ Bearing Length Req'dഀ 0.934 inഀ Max. Right Reactionഀ 2.45 kഀ Bearing Length Req'dഀ 0.934 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ V,-,ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B1 5A LVLഀ General Timber Beamഀ Query Valuesഀ Mഀ INORഀ raഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 2.45 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Page 2ഀ calculations, ecw: Calculationsഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softഀ Description B16 SSഀ General Timber Beamഀ Job # Pഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calculations. sow: Calculationsഀ General Informationഀ ഀ ഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 15.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ 3.50ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 185.00 #/ft LL 490.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 185.00 #/ft LL 490.00• #/ftഀ Summaryഀ Beam Design OKഀ Span= 15.00ft, Right Cant=ഀ 3.50ft, Beam Width = 7.50ഀ 0in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.753: 1ഀ Maximum Momentഀ 19.0 k-ftഀ Maximum Shear *ഀ 1.5ഀ 8.3 kഀ Allowableഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 19.04 k-ftഀ atഀ 7.389 ft Shear:ഀ @ Leftഀ 5.16 kഀ Max. Negative Momentഀ -1.28 k-ftഀ atഀ 15.000 ftഀ @ Rightഀ 5.53 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -4.29 k-ftഀ @ Centerഀ 0.127 inഀ @ Rightഀ 0.080 inഀ Max. M allowഀ 25.30ഀ ഀ Reactions...ഀ fb 1,002.92 psiഀ fvഀ 81.97 psiഀ Left DL 1.49 kഀ Maxഀ 5.16kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 2.39 kഀ Maxഀ 7.98 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.084 inഀ -0.311 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 7.315 ftഀ 7.463 ftഀ ...Length/Deflഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 2,132.7ഀ 578.38ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ 0.053 inഀ 0.218 inഀ @ Centerഀ 0.127 inഀ ...Length/Deftഀ 1,578.7ഀ 384-7ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.080 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ Clഀ 5161.478ഀ Max Momentഀ Sxx Readഀ Allowable fbഀ @ Centerഀ 19.04 k-ftഀ 171.47 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 4.29 k-ftഀ 38.59 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 7.74 kഀ 8.30 kഀ Area Requiredഀ 45.542 in2ഀ 48.818 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.16 kഀ Bearing Length Req'dഀ 1.101 inഀ Max. Right Reactionഀ 7.98 kഀ Bearing Length Req'dഀ 1.703 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KWZ 06238, V., 5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B16 SSഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 4.96 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 4.96 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Haw 580004 - Page 1ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beamഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description B16A SSഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 15.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ 3.50ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 200.00 #/ft LL 530.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 200.00 #/ft LL 530.00 #/ftഀ rmmaryഀ Span= 15.00ft, Right Cant= 3.50ft, Beam Width = 7.500in xഀ Max Stress Ratio 0.812 : 1ഀ Maximum Moment 20.5 k-ftഀ Allowable 25.3 k-ftഀ Max. Positive Momentഀ 20.54 k-ftഀ Max. Negative Momentഀ -1.38 k-ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ -4.62 k-ftഀ Max. M allowഀ 25.30ഀ fb 1,082.00 psiഀ fvഀ Fb 1,332.45 psiഀ Fvഀ Deflectionsഀ Beam Design OKഀ Depth = 13.5in, Ends are Pin-Pinഀ at 7.389 ftഀ at 15.000 ftഀ Maximum Shear * 1ഀ Allowableഀ Shear:ഀ Camber:ഀ Reactions...ഀ 88.41 psi Left DL 1.59 kഀ 170.00 psi Right DL 2.56 kഀ jഀ 9.0 kഀ 17.2 kഀ @ Leftഀ 5.57 kഀ @ Rightഀ 5.97 kഀ @ Leftഀ 0.000 inഀ @ Centerഀ 0.136 inഀ @ Rightഀ 0.086inഀ Maxഀ 5.57 kഀ Maxഀ 8.61 kഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Uead Loaoഀ I otal Loaaഀ Deflectionഀ -0.090 inഀ -0.336 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 7.315 ftഀ 7.463 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,990.3ഀ 536.09ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. Defl )ഀ Deflectionഀ 0.057 inഀ 0.236 inഀ @ Centerഀ 0.136 inഀ ...Length/Deftഀ 1,473.3ഀ 356.5ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.086 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 227.813 in3 Areaഀ 101.250 in2ഀ Cf 0.987ഀ Rb 0.000ഀ Clഀ 5567.853ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 20.54 k-ftഀ 184.99 in3ഀ 1,332.45 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,332.45 psiഀ @ Right Supportഀ 4.62 k-ftഀ 41.63 in3ഀ 1,332.45 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 8.35 kഀ 8.95 kഀ Area Requiredഀ 49.128 in2ഀ 52.656 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 5.57 kഀ Bearing Length Req'dഀ 1.188 inഀ Max. Right Reactionഀ 8.61 kഀ Bearing Length Req'dഀ 1.837 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004 Pa e 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam gഀ (c)1983.2003 ENERCALC Enaineerinq Software calculations.ecw:Calculationsഀ Description B1 6A SSഀ Query Valuesഀ y . vഀ M, V, & D Q Specified Locations Momentഀ Q Center Span Location = 0.00 ft 0.00 k-ftഀ Q Right Cant. Location = 0.00 ft 0.00 k-ftഀ @ Left Cant. Location = 0.00 ft 0.00 k-ftഀ Shear Deflectionഀ 5.35 k 0.0000 inഀ 5.35 k 0.0000 inഀ 0.00 k 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ User: KW-0606238, Ver 5.8.01 1-Dec-2()()3ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description 131613 SSഀ General Informationഀ Section Name 8x14ഀ Beam Widthഀ 7.500 inഀ Beam Depthഀ 13.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000pcfഀ Full Length Uniform Loadsഀ Center DLഀ Left Cantilever DLഀ Right Cantilever DLഀ General Timber Beamഀ Job # r6ഀ Date: 11:49AM, 11 JAN 06 1ഀ Page 1ഀ cal cu I atic n s. ecw: Calcu I at i onsഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Center Spanഀ 9.50 ft .....Lu 0.00 ftഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ 00 ftഀ 0ഀ Right Cantileverഀ .ഀ 4.OCft .....Luഀ Fb Base Allowഀ 1,350.0 psiഀ Fv Allowഀ 170.0 psiഀ Fc Allowഀ 625.0 psiഀ Eഀ 1,600.0 ksiഀ 235.00 #/ft LLഀ 630.00ഀ #/ft LLഀ #/ftഀ 235.00 #/ft LLഀ 630.00 #/ftഀ Summaryഀ ht Cant= 4ഀ Riഀ 50ftഀ 9ഀ Sഀ ,00ft, Beam Width = 7.500iഀ n x Depth = 13.5in, Ends are Pin-Pinഀ gഀ ,ഀ .ഀ pan=ഀ Max Stress Ratioഀ 0.434 1ഀ Maximum Shear 1.5ഀ Maximum Momentഀ 9.0 k-ftഀ 3 k-ftഀ 25ഀ Allowableഀ Allowableഀ .ഀ Max. Positive Momentഀ 9.02 k-ft atഀ tഀ Shear:ഀ 4.480 ft ,ഀ 500 ftഀ 9ഀ Max. Negative Momentഀ -2.08 k-ft aഀ .ഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ Max @ Right Supportഀ -7.12 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 475.34 psiഀ fv 73.70 psiഀ iഀ Left DL 1.01 kഀ ht DL 2.49 kഀ Riഀ Fh 1.332.45 psiഀ Fv 170.00 psഀ gഀ Beam Design ulcഀ 7.5 kഀ 17.2 kഀ @ Leftഀ 4.01 kഀ @ Rightഀ 4.97 kഀ @ Leftഀ 0.000 i nഀ @ Centerഀ 0.017 inഀ @ Rightഀ 0.003inഀ Maxഀ 4.01 kഀ Maxഀ 8.53 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.011 inഀ ...Locationഀ 4.318 ftഀ ...Length/Deftഀ 10,149.3ഀ Camber ( using 1.5 *ഀ D.L. DO )ഀ @ Centerഀ 0.017 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.003 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Cf 0.987ഀ Rb 0.000ഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ Max Momentഀ 9.02 k-ftഀ 0.00 k-ftഀ 7.12 k-ftഀ @ Left Supportഀ 6.01 kഀ 35.356 in2ഀ 170.00 psiഀ 4.01 kഀ 8.53 kഀ otal Loadഀ Left Cantilever... _ഀ _ Dead Loadഀ TotalLoadഀ -0.058 inഀ Deflectionഀ 0.000 Inഀ 0.000 inഀ 0ഀ 0ഀ 4.642 ftഀ ...Length/Deftഀ 0.0ഀ .ഀ 1,963.56ഀ Right Cantilever...ഀ 065 inഀ 0ഀ Deflectionഀ 0.002 inഀ .ഀ ...Length/Deftഀ 53,616.1ഀ 1,487.2ഀ Sxx 227.813 in3ഀ Cl 4007.025ഀ Sxx Reo'dഀ 81.27 in3ഀ 0.00 in3ഀ 64.09 in3ഀ @ Right Supportഀ 7.46 kഀ 43.895 in2ഀ 170.00 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ 0.855 inഀ 1.820 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004ഀ User: KW-0606238, Ver 5.8.0ഀ (c)1983-2003 ENERCALC Enഀ Descriptionഀ 1-Dec-2003ഀ nearing Softwareഀ OKWZMEഀ 131 6C YSSഀ General Timber Beamഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Beam Widthഀ 7.500 inഀ Beam Depthഀ 13.500 inഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ 1.000ഀ Beam End Fixityഀ Pin-Pinഀ Wood Densityഀ 35.000pcfഀ Center Spanഀ 9.50 ft .....Luഀ Left Cantileverഀ ft .....Luഀ Right Cantileverഀ 4.00ft .....Luഀ Fb Base Allowഀ 1,350.0 psiഀ Fv Allowഀ 170.0 psiഀ Fc Allowഀ 625.0 psiഀ Eഀ 1,600.0 ksiഀ @ Leftഀ @ Rightഀ @ Leftഀ @ Centerഀ @ Rightഀ Maxഀ Maxഀ Full Length Uniform Loadsഀ Center DL 200.00 #/ft LL 530.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL 200.00 #/ft LL 530.00 #/ftഀ Beam Design OKഀ Span= 9.50ft, Right Cant=ഀ 4.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.368 : 1ഀ Maximum Momentഀ 7.6 k-ftഀ Maximum Shear' 1.Eഀ Allowableഀ 25.3 k-ftഀ Allowableഀ Max. Positive Momentഀ 7.64 k-ftഀ atഀ 4.480 ft Shear:ഀ Max. Negative Momentഀ -1.80 k-ftഀ atഀ 9.500 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ Max @ Right Supportഀ -6.04 k-ftഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 402.33 psiഀ fvഀ 62.52 psiഀ Left DL 0.88 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 2.15 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Deflectionഀ -0.010 inഀ ...Locationഀ 4.318 ftഀ ...Length/Deftഀ 11,730.8ഀ Camber ( using 1.5 "ഀ D.L. DO )ഀ @ Centerഀ 0.015 inഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.002 inഀ oral Loauഀ ~~..,a,ഀ -0.049 inഀ Deflectionഀ 4.642 ftഀ ...Length/Deftഀ 2,321.35ഀ Right Cantilever...ഀ Deflectionഀ ...Length/Deftഀ 0.00 ftഀ 0.00 ftഀ 0.00 ftഀ 6.3 kഀ 17.2 kഀ 3.40 kഀ 4.22 kഀ 0.000 inഀ 0.015 inഀ 0.002 inഀ 3.40 kഀ 7.24 kഀ 0.000 inഀ 0.000 inഀ 0.0ഀ 0.0ഀ 0.002 inഀ 0.054 inഀ 61,970.9ഀ 1,767.8ഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cf 0.987 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ 0.000 ftഀ Sxx 227.813 in3ഀ 0.000ഀ Cl 3395.249ഀ Max Momentഀ Sxx Reddഀ 7.64 k-ftഀ 68.79 in3ഀ 0.00 k-ftഀ 0.00 in3ഀ 6.04 k-ftഀ 54.37 in3ഀ @ Left Supportഀ @ Right Supportഀ 5.09 kഀ 6.33 kഀ 29.958 in2ഀ 37.234 in2ഀ 170.00 psiഀ 170.00 psiഀ 3.40 kഀ Bearing Length Req'dഀ 7.24 kഀ Bearing Length Req'dഀ rage iഀ calculations.ecw:Calcu lationsഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ 0.724 inഀ 1.544 inഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwaഀ Description B1 6C SSഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope:ഀ General Timber Beamഀ Job r~ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ Momentഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ Shearഀ 2.95 kഀ 2.95 kഀ 0.00 kഀ Deflectionഀ 0.0000 inഀ 0.0000 inഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # ~Gഀ Date: 11:49AM, 11 JAN 06ഀ Rev: ssoooa Page 1ഀ User: KW-0606238, Ver5.8.0, 1-Oec-2003 General Timber Beamഀ (c)1983-2003 ENERCALC Engineering Software calculations ecw Calculationsഀ Description 1317 LVL .ഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name Micro Lam: 5.25x11.87ഀ Center Span 9.50 ft .....Lu 0.00 ftഀ Beam Widthഀ 5.250 inഀ Left Cantilever ft .....Lu 0.00 ftഀ Beam Depthഀ 11.875 inഀ Right Cantilever ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allow 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,900.0 ksiഀ Full Length Uniform Loadsഀ Center DL 45.00 #/ft LL #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL #/ft LL #/ftഀ Point Loadsഀ Dead Load 2,400.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibsഀ Live Load 5,600.0 Ibs ibs Ibs Ibs Ibs Ibs Ibsഀ ...distance 4.750 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ftഀ Summary Beam Design OKഀ Span= 9.50ft, Beam Width = 5.250in x Depth = 11,.875in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.736 : 1ഀ Maximum Momentഀ 19.7 k-ftഀ Maximum Shear *ഀ 1.5ഀ 6.4 kഀ Allowableഀ 26.7 k-ftഀ Allowableഀ 17.8 kഀ Positive Momentഀ Maxഀ 19.68 k-ftഀ at 4.750 ft Shear:ഀ @ Leftഀ 4.29 kഀ .ഀ Max. Negative Momentഀ 0.00 k-ftഀ at 9.500 ftഀ @ Rightഀ 4.29 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000in ,ഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.092inഀ @ Rightഀ O.000inഀ Max. M allowഀ 26.73ഀ Reactions...ഀ fb 1,913.82 psiഀ fvഀ 103.12 psiഀ Left DL 1.49 kഀ Maxഀ 4.29kഀ Fb 2,600.00 psiഀ Fvഀ 285.00 psiഀ Right DL 1.49 kഀ Maxഀ 4.29 kഀ Deflectionsഀ _ഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.061 inഀ -0.185 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 4.750 ftഀ 4.750 ftഀ ...Length/Dellഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,864.7ഀ 615.19ഀ Right Cantilever...ഀ Camber ( using 1.5 D.L. DOI )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.092 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Title : Job #ഀ Dsgnr: Date: 11:49AM, 11 JAN 06ഀ Descriptionഀ Scopeഀ Rev: 580004 Page 2ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam calculations.ecw:Calculations -ഀ (c)1983-2003 ENERCALC Engineering Software q,_ഀ Description B17 LVLഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ftഀ Sxx 123.389 in3ഀ Area 62.344 in2ഀ Cf 1.000 Rbഀ 0.000ഀ Cl 4285.727ഀ Max Momentഀ Sxx Reg'dഀ Allowable fbഀ @ Centerഀ 19.68 k-ftഀ 90.82 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 6.43 kഀ 6.43 kഀ Area Requiredഀ 22.556 in2ഀ 22.556 in2,ഀ Fv: Allowableഀ 285.00 psiഀ 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 4.29 kഀ Bearing Length Req'dഀ 1.088 inഀ Max. Right Reactionഀ 4.29 kഀ Bearing Length Req'dഀ 1.088 inഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 4.29 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering softwareഀ Description B18 SSഀ General Timber Beamഀ Page 1ഀ c a l c u l at i o n s. e cw: C a l c u l a t i o n sഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x14ഀ Center Spanഀ 9.50 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 13.500 inഀ Right Cantileverഀ 4.00ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 185.00 #/ft LL 490.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever. DL 185.00 #/ft LL 490.00 #/ftഀ Beam Design OKഀ Span= 9.50ft, Right Cant=ഀ 4.00ft, Beam Width = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.341 : 1ഀ 1 k-ftഀ 7ഀ Maximum Shear *ഀ 1.5ഀ 5.9 kഀ Maximum Momentഀ Allowableഀ .ഀ 25.3 k-ftഀ Allowableഀ 17.2 kഀ Max. Positive Momentഀ 7.08 k-ftഀ at 4.48ഀ 0 ft Shear:ഀ @ Leftഀ @ Rightഀ 3.15 kഀ 3.91 kഀ Max. Negative Momentഀ -1.68 k-ftഀ at 9.50ഀ 0 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ -5.60 k-ftഀ @ Centerഀ 0.014inഀ iഀ @ Rightഀ nഀ 0.002ഀ Max. M allowഀ 25.30ഀ Reactions...ഀ fb 372.74 psiഀ fvഀ 57.96 psiഀ Left DL 0.82 kഀ Maxഀ 3.15 kഀ Fb 1,332.45 psiഀ Fvഀ 170.00 psiഀ Right DL 2.01 kഀ Maxഀ 6.71 kഀ Deflectionsഀ Iഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.009 inഀ -0.045 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 4.318 ftഀ 4.642 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 12,570.3ഀ 2,506.22ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ 0.001 inഀ 0.050 inഀ @ Centerഀ 0.014 inഀ ...Length/Deftഀ 66,405.6ഀ 1,912.1ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.002 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ 0.000 ft Sxxഀ Cf 0.987 Rbഀ 0.000 CIഀ Max Momentഀ @ Centerഀ 7.08 k-ftഀ @ Left Supportഀ 0.00 k-ftഀ @ Right Supportഀ 5.60 k-ftഀ Shear Analysisഀ @ Left Supportഀ Design Shearഀ 4.72 kഀ Area Requiredഀ 27.764 in2ഀ Fv: Allowableഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 3.15 kഀ Max. Right Reactionഀ 6.71 kഀ 227.813 in3ഀ 3146.630ഀ Sxx Readഀ 63.73 in3ഀ 0.00 in3ഀ 50.41 in3ഀ @ Right Supportഀ 5.87 kഀ 34.520 in2ഀ 170.00 psiഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ Bearing Length Req'dഀ Bearing Length Req'dഀ 0.671 inഀ 1.432 inഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B18 SSഀ General Timber Beamഀ i ,ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 2.73 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 2.73 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job# r~ഀ Date: 11:49AM, 11 JAN 06ഀ Rev: 580004ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B19 SSഀ General Timber Beamഀ General Informationഀ MEMEW =7' MMഀ Section Name 8x14ഀ Beam Widthഀ Beam Depthഀ Member Typeഀ Bm Wt. Added to Loadsഀ Load Dur. Factorഀ Beam End Fixityഀ Wood Densityഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000: Base allowables are user aeTlneaഀ 7.500 inഀ 13.500 inഀ Sawnഀ 1.000ഀ Pin-Pinഀ 35.000 pcfഀ Center Spanഀ Left Cantileverഀ Right Cantileverഀ Fb Base Allowഀ Fv Allowഀ Fc Allowഀ Eഀ 11.50ft .....Luഀ ft .....Luഀ ft Luഀ 1,350.0 psiഀ 170.0 psiഀ 625.0 psiഀ 1,600.0 ksiഀ 0.00 ftഀ 0.00 ftഀ 0.00 ftഀ Trapezoidal Loadsഀ #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ftഀ DL @ Right 255.00 #/ft LL @ Right 850.00 #/ft End Loc 0.000 ftഀ Summary Beam Design OKഀ Span= 11.50ft, Beam V1ഀ Max Stress Ratioഀ Maximum Momentഀ Allowableഀ Max. Positive Momentഀ Max. Negative Momentഀ rtഀ 'idth = 7.500in x Depth = 13.5in, Ends are Pin-Pinഀ 0.386 : 1ഀ 9.8 k-ft Maximum Shear * 1.Eഀ 25.3 k-ft Allowableഀ 9.77 k-ft at 6.624 ft Shear:ഀ -0.00 k-ft at 11.500 ftഀ Max @ Left Suppo 0.00 k ft Camber:ഀ Max @ Right Support 0.00 k-ftഀ Max. M allow 25.30 Reactions...ഀ fb 514.73 psi fv 64.85 psi Left DL 0.63 kഀ Fb 1,332.45 psi Fv 170.00 psi Right DL 1.12 kഀ @ Leftഀ @ Rightഀ @ Leftഀ @ Centerഀ @ Rightഀ Maxഀ Maxഀ 6.6 kഀ 17.2 kഀ 2.26 kഀ 4.38 kഀ 0.000 i nഀ 0.037 inഀ 0.000 inഀ 2.26 kഀ 4.38 kഀ Deflectionsഀ Center Span... Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflection -0.024 inഀ -0.092 ihഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Location 5.934 ftഀ 5.980 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deft 5,665.2ഀ 1,492.62ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0 inഀ 0.0ഀ @ Center 0.037 inഀ ...Length/Deftഀ 0.0ഀ .ഀ 0.0ഀ @ Left 0.000 inഀ @ Right 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Leഀ Cf 0.987 Rbഀ @ Centerഀ @ Left Supportഀ @ Right Supportഀ Shear Analysisഀ Design Shearഀ Area Requiredഀ Fv: Allowableഀ Bearing @ Supportsഀ Max. Left Reactionഀ Max. Right Reactionഀ 0.000 ftഀ Sxx 227.813 in3ഀ 0.000ഀ Cl 2259.420ഀ Max Momentഀ Sxx Readഀ 9.77 k-ftഀ 88.01 in3ഀ 0.00 k-ftഀ 0.00 in3ഀ 0.00 k-ftഀ 0.00 in3ഀ @ Left Supportഀ @ Right Supportഀ 3.39 kഀ 6.57 kഀ 19.936 in2ഀ 38.624 in2ഀ 170.00 psiഀ 170.00 psiഀ 2.26 kഀ Bearing Length Req'dഀ 4.38 kഀ Bearing Length Req'dഀ rage 1ഀ calculations.ecw: Calculationsഀ Area 101.250 in2ഀ Allowable fbഀ 1,332.45 psiഀ 1,332.45 psiഀ 1,332.45 psiഀ 0.482 inഀ 0.934 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job # I~ഀ Date: 11:49AM, 11 JAN 06ഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Encineering Softwareഀ Description B19 SSഀ General Timber Beamഀ Page 2ഀ calculations.ecw: Calculationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ Momentഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00 k-ftഀ Shearഀ Deflectionഀ 2.26 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description 131 9Aഀ Multi-Span Timber Beamഀ Page 1ഀ calcu lation s. ecw: Ca I cu lation sഀ General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowaDles are user aernneoഀ .n_ _-mms~ഀ Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksiഀ Spans Considered Continuous Over Support Fv : Basic Allow 170.0 psi Load Duration Factor 1.000ഀ Timber Member Informationഀ Descriptionഀ Spanഀ ftഀ 3.25ഀ 10.50ഀ 13.00ഀ Timber Sectionഀ 8x14ഀ 8x14ഀ 8x14ഀ Beam Widthഀ inഀ 7.500ഀ 7.500ഀ 7.500ഀ Beam Depthഀ inഀ 13.500ഀ 13.500ഀ 13.500ഀ End Fixityഀ Free - Pinഀ Pin - Pinഀ Pin - Pinഀ Le: Unbraced Lengthഀ ftഀ 0.00ഀ 0.00ഀ 0.00ഀ Member Typeഀ Sawnഀ Sawnഀ Sawnഀ Loadsഀ _ഀ Live Load Used This Span ?ഀ Yesuഀ Yesഀ Yesഀ Dead Loadഀ #/ftഀ 205.00ഀ 205.00ഀ Live Loadഀ #/ftഀ 540.00ഀ 540.00ഀ Dead Loadഀ #/ftഀ 205.00ഀ Live Loadഀ #/ftഀ 540.00ഀ Startഀ ftഀ Endഀ ftഀ 3.250ഀ 10.500ഀ 4.500ഀ Dead Load @ Leftഀ #/ftlഀ 205.00ഀ Dead Load @ Rightഀ #/ftഀ Live Load @ Leftഀ #/ftഀ 540.00ഀ Live Load @ Rightഀ #/ftഀ Startഀ ftഀ 4.500ഀ Endഀ ftഀ 3.250ഀ 10.500ഀ 13.000ഀ Resultsഀ Mmax @ Cntrഀ m-kഀ 0.0ഀ 7:ഀ 41.0ഀ 75.7ഀ @ X =ഀ ftഀ 0.00ഀ 4.41ഀ 7.02ഀ Max @ Left Endഀ in-klഀ 0.0ഀ -47.2ഀ -123.0ഀ Max @ Right Endഀ in-kഀ -47.2ഀ -123.0ഀ 0.0ഀ fb : Actualഀ psiഀ 207.3ഀ 540.0ഀ 540.0ഀ Fb : Allowableഀ psiഀ 1,332.4ഀ 1,332.4ഀ 1,332.4ഀ Bending OKഀ Bending OKഀ Bending OKഀ Shear @ Leftഀ kഀ 0.00ഀ 3.31ഀ 4.94ഀ Shear @ Rightഀ k.ഀ 2.42ഀ 4.51ഀ 1.58ഀ fv : Actualഀ psiഀ 23.4ഀ 53.7ഀ 61.7ഀ Fv : Allowableഀ psiഀ 170.0ഀ 170.0ഀ 170.0ഀ Shear OKഀ Shear OKഀ Shear OKഀ Reactions & Deflectionഀ DL @ Leftഀ kഀ 0.00ഀ 1.58ഀ 2.60ഀ LL @ Leftഀ kഀ 0.00ഀ 4.15ഀ 6.85ഀ Total @ Leftഀ kഀ 0.00ഀ 5.73ഀ 9.45ഀ DL @ Rightഀ kഀ 1.58ഀ 2.60ഀ 0.43ഀ LL @ Rightഀ kഀ ~ 4.15ഀ 6.85ഀ 1.14ഀ Total @ Rightഀ kഀ 5.73ഀ 9.45ഀ 1.58ഀ Max. Deflectionഀ inഀ ~ഀ 0.002ഀ -0.015ഀ -0.064ഀ @ X =ഀ ftഀ 0.00ഀ 4.41ഀ 7.02ഀ Query Valuesഀ Locationഀ _ ftഀ 0.00ഀ 0.00ഀ 0.00ഀ Momentഀ in-kഀ 0.0ഀ -47.2ഀ -123.0ഀ Shearഀ kഀ 0.0ഀ 3.3ഀ 4.9ഀ Deflectionഀ inഀ 0.0023ഀ 0.0000ഀ 0.0000ഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softഀ Description B20 SSഀ General Timber Beamഀ Y !ഀ Job # !t '~fഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calcu Iations.emCalculationsഀ General informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x20ഀ Center Spanഀ 17.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 19.500 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000pcfഀ Eഀ 1,600.0ksiഀ Trapezoidal Loadsഀ #1 DL @ Leftഀ 195.00 #/ftഀ LL @ Leftഀ 520.00 #/ftഀ Start Locഀ 0.000 ftഀ DL @ Rightഀ 75.00 #/ftഀ LL @ Rightഀ 200.00 #/ftഀ End Locഀ 8.500 ftഀ #2 DL @ Leftഀ 75.00 #/ftഀ LL @ Leftഀ 200.00 #/ftഀ Start Locഀ 8.500 ftഀ DL @ Rightഀ 195.00 #/ftഀ LL @ Rightഀ 520.00 #/ftഀ End Locഀ 17.000 ftഀ Point Loadsഀ Dead Load 1,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibsഀ Live Load 4,600.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibsഀ ...distance 8.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ftഀ Beam Design OKഀ Span= 17.00ft, Beam Width = 7.500in x Depth = 19.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.846 ; 1ഀ Maximum Momentഀ 42.9 k-ftഀ Maximum Shear *ഀ 1.5ഀ 11.4 kഀ Allowableഀ 50.7 k-ftഀ Allowableഀ 24.9 kഀ Max. Positive Momentഀ 42.87 k-ftഀ atഀ 8.500 ftഀ Shear:ഀ @ Leftഀ 7.61 kഀ Max. Negative Momentഀ 0.00 k-ftഀ atഀ 17.000 ftഀ @ Rightഀ 7.61 kഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.116inഀ Max. M allowഀ 50.66ഀ ഀ Reactions...ഀ @ Rightഀ 0.000inഀ fb 1,082.24 psiഀ fvഀ 78.05 psiഀ Left DLഀ 2.25 kഀ Maxഀ 7.61 kഀ Fb 1,279.10 psiഀ Fvഀ 170.00 psiഀ Right DLഀ 2.25 kഀ Maxഀ 7.61 kഀ Deflectionsഀ Center Span... Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflection -0.077 inഀ -0.267 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Location 8.500 ftഀ 8.500 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Defl 2,644.9ഀ 764.80ഀ Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Center 0.116 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Left 0.000 inഀ @ Right 0.000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description B20 SSഀ General Timber Beamഀ Page 2ഀ calculations. ecw:Calcu lationsഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920 Le 0.000 ft Sxx 475.313 in3 Area 146.250 in2ഀ Cf 0.947 Rb 0.000 CI 7609.647ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 42.87 k-ftഀ 402.16 in3ഀ 1,279.10 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,279.10 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,279.10 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 11.41 kഀ 11.41 kഀ Area Requiredഀ 67.144 in2ഀ 67.144 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 7.61 kഀ Bearing Length Req'dഀ 1.623 inഀ Max. Right Reactionഀ 7.61 kഀ Bearing Length Req'dഀ 1.623 inഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Locationഀ = 0.00 ftഀ 0.00 k-ftഀ 7.61 kഀ 0.0000 inഀ @ Right Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location =ഀ 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description B21 SSഀ General Timber Beamഀ Page 1ഀ calculations.ecw: Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 8x12ഀ Center Spanഀ 7.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 7.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 11.500 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 1,350.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 170.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Point Loadsഀ Dead Load 2,600.0 Ibs Ibs Ibs Ibsഀ Live Load 6,900.0 Ibs Ibs Ibs Ibsഀ ...distance 3.500 ft 0.000 ft 0.000 ft 0.000 ftഀ Summaryഀ ,4 r Span= 7.00ft, Beam Width = 7.500in x Depth = 11.5in, Ends are Pin-Pinഀ Max Stress Ratio 0.901 : 1ഀ Ibs Ibs Ibsഀ Ibs Ibs Ibsഀ 0.000 ft 0.000 ft 0.000 ftഀ Beam Design OKഀ Maximum Momentഀ 16.8 k-ftഀ Maximum Shear *ഀ 1.5ഀ Allowableഀ 18.6 k-ftഀ Allowableഀ Max. Positive Momentഀ 16.75 k-ftഀ atഀ 3.500 ftഀ Shear:'ഀ @ Leftഀ Max. Negative Momentഀ 0.00 k-ftഀ atഀ 0.000 ftഀ @ Rightഀ Max @ Left Supportഀ 0.00 k-ftഀ Camber:ഀ @ Leftഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ Max. M allowഀ 18.60ഀ Reactions...ഀ @ Rightഀ fb 1,216.13 psiഀ fvഀ 83.88 psiഀ Left DLഀ 1.37 kഀ Maxഀ Fb 1,350.00 psiഀ Fvഀ 170.00 psiഀ Right DLഀ 1.37 kഀ Maxഀ 7.2 kഀ 14.7 kഀ 4.82 kഀ 4.82 kഀ 0.000 inഀ 0.033 inഀ 0.000 inഀ 4.82 kഀ 4.82 kഀ Deflectionsഀ Center Span..:ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.022 inഀ -0.078 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 3.500 ftഀ 3.500 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 3,843.7ഀ 1,078.67ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.033 inഀ ...Length/Dellഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 27.920ഀ Le 0.000 ftഀ Sxxഀ 165.313 in3 Areaഀ 86.250 in2ഀ Cf 1.000ഀ Rb 0.000ഀ Clഀ 4823.372ഀ Max Momentഀ Sxx Readഀ Allowable fbഀ @ Centerഀ 16.75 k-ftഀ 148.92 in3ഀ 1,350.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,350.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,350.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 7.24 kഀ 7.24 kഀ Area Requiredഀ 42.559 in2ഀ 42.559 in2ഀ Fv: Allowableഀ 170.00 psiഀ 170.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 4.82 kഀ Bearing Length Req'dഀ 1.029 inഀ Max. Right Reactionഀ 4.82 kഀ Bearing Length Req'dഀ 1.029 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Job# ~-~Iഀ Date: 11:49AM, 11 JAN 06ഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ -93SOMERM -soഀ Description B21 SSഀ General Timber Beamഀ Page 2ഀ calculations.ecw: Calcu lationsഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ @ Center Span Location =ഀ @ Right Cant. Location =ഀ @ Left Cant. Location =ഀ Momentഀ 0.00 ft 0.00 k-ftഀ 0.00 ft 0.00k-ftഀ 0.00 ft 0.00 k-ftഀ Shearഀ Deflectionഀ 4.82 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ I 20Mഀ Description B22 LVLഀ General Timber Beamഀ Job #ഀ Date: 11:49AM, 11 JAN 06ഀ Page 1ഀ calcu lations.ecw: Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user aeTmeaഀ ഀ _ഀ -MEഀ Section Name MicroLam: 3.5x9.5ഀ Center Span 7.00 ft .....Lu 0.00 ftഀ Beam Widthഀ 3.500 inഀ Left Cantilever ft .....Lu 0.00 ftഀ Beam Depthഀ 9.500 inഀ Right Cantilever ft .....Lu 0.00 ftഀ Member Typeഀ Manuf/So.Pineഀ Truss Joist - MacMillan, MicroLam 1.9 Eഀ Bm Wt. Added to Loadsഀ Fb Base Allow 2,600.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 285.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 750.0 psiഀ Wood Densityഀ 35.000 pcfഀ E 1,900.0 ksiഀ Point Loadsഀ ഀ ad L oa d 1,600.0 lbsഀ Deഀ Ibs Ibs Ibsഀ Ibsഀ Ibs Ibsഀ Ibഀ Live Load 4,200.0 Ibsഀ ...distance 3.500 ftഀ Ibs Ibs Ibsഀ 0.000 ft 0.000 ft 0.000 ft 0.ഀ sഀ Ibs Ibsഀ 000 ft 0.000 ft 0.000 ftഀ ഀ Summaryഀ Beam Design OKഀ Span= 7.00ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0.894 : 1ഀ Maximum Momentഀ 10.2 k-ft Maximum Shear " 1.5ഀ 4.4 kഀ Allowableഀ 11.4 k-ft Allowableഀ 9.5 kഀ Max. Positive Momentഀ 10.20 k-ft at 3.500 ft Shear:ഀ @ Leftഀ 2.93 kഀ 93 kഀ 2ഀ Max. Negative Momentഀ 0.00 k-ft at 0.000 ftഀ @ Rightഀ .ഀ Max @ Left Supportഀ 0.00 k-ft Camber: @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ 0.064inഀ @ Rightഀ O.000inഀ Max. M allowഀ 11.41 Reactions...ഀ fb 2,324.86 psiഀ fv 132.10 psi Left DL 0.83 kഀ Maxഀ 2.93 kഀ Fb 2,600.00 psiഀ Fv 285.00 psi Right DL 0.83 kഀ Maxഀ 2.93 kഀ Deflectionsഀ Center Span...ഀ Dead Load Total Load Left Cantilever...ഀ uead Loadഀ Total Loadഀ Deflectionഀ -0.043 in -0.152 in Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 3.500 ft 3.500 ft ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 1,976.5 553.90 Right Cantilever...ഀ Camber ( using 1.5 * D.L.ഀ Defl ) Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.064 in ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 21.924 Leഀ 0.000 ft Sxx 52.646 in3 Areaഀ 33.250 in2ഀ Cf 1.000 Rbഀ 0.000 Cl 2928.286ഀ Max Moment Sxx Read Allowable fbഀ @ Centerഀ 10.20 k-ft 47.07 in3ഀ 2,600.00 psiഀ @ Left Supportഀ 0.00 k-ft 0.00 in3ഀ 2,600.00 psiഀ @ Right Supportഀ 0.00 k-ft 0.00 in3ഀ 2,600.00 psiഀ Shear Analysisഀ @ Left Support @ Right Supportഀ Design Shearഀ 4.39 k 4.39 kഀ Area Requiredഀ 15.412 in2 15.412 in2ഀ Fv: Allowableഀ 285.00 psi 285.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 2.93 k Bearing Length Req'dഀ 1.116 inഀ Max. Right Reactionഀ 2.93 k Bearing Length Req'dഀ 1.116 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Jobഀ Date: 11:49AM, 11 JAN 06ഀ Hev: 580004ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculations iഀ Description B22 LVLഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 2.93 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Q Left Cant. Location = 0.00 Itഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description H1ഀ General Timber Beamഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Page 1ഀ calcu lations.ecw: Calcu lationsഀ General Informationഀ Codeഀ Ref 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 3-2x8ഀ Center Span 6.50 ft .....Lu 0.00 ftഀ 00 ftഀ Lu 0ഀ ftഀ Beam Widthഀ 4.500 inഀ .ഀ ഀ Left Cantileverഀ 00 ftഀ Lu 0ഀ ftഀ Beam Depthഀ 7.250 inഀ .ഀ ഀ Right Cantileverഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allow 900.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allow 180.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allow 625.0 psiഀ Wood Densityഀ 35.000pcfഀ E 1,600.0ksiഀ Full Length Uniform Loadsഀ Center DLഀ 172.00 #/ftഀ LL 460.00 #/ftഀ Left Cantilever DLഀ #/ftഀ LL #/ftഀ Right Cantilever DLഀ #/ftഀ LL #/ftഀ Summaryഀ Beam Design OKഀ Span= 6.50ft, Beam Width = 4.500in x Depth = 7.25in, Ends are Pin-Pinഀ Max Stress Ratioഀ 0879 : 1ഀ *ഀ 1 kഀ 3ഀ Maximum Momentഀ 3.4 k-ftഀ Maximum Sheaഀ 1.5ഀ rഀ .ഀ Allowableഀ 3.8 k -ftഀ Allowableഀ 5.9 kഀ Max. Positive Momentഀ 3.38 k-ft atഀ 3.250 ft Shear:ഀ @ Leftഀ @ Rightഀ 2.08 kഀ 2.08 kഀ Max. Negative Momentഀ 0.00 k-ft atഀ 0.000 ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Camberഀ : @ Leftഀ 0.000inഀ Max @ Right Supportഀ 0.00 k-ftഀ @ Centerഀ @ Rightഀ 0.047inഀ O.000inഀ Max. M allowഀ 3.84ഀ Reactions...ഀ fb 1,028.76 psiഀ fv 95.62 psiഀ Left DL 0.58 kഀ Maxഀ 2.08 kഀ Fb 1,170.00 psiഀ Fv 180.00 psiഀ Right DL 0.58 kഀ Maxഀ 2.08 kഀ Deflectionsഀ Center Span... Dead Load Total Load Left Cantilever...ഀ Dead Loaclഀ Total Loadഀ Deflectionഀ -0.032 in -0.11ഀ 2 in Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 3.250 ft 3.25ഀ 0 ft ...Length/Deflഀ 0.0ഀ 0.0ഀ ...Length/Dellഀ 2,467.9 693.91 Right Cantilever...ഀ Camber ( using 1.5 * D.L. DO )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.047 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 34.195 Leഀ 0.000 ft Sxxഀ 39.422 in3 Areaഀ 32.625 in2ഀ Cf 1.300 Rbഀ 0.000 Clഀ 2079.771ഀ Max Momentഀ Sxx Read Allowable fbഀ @ Centerഀ 3.38 k-ftഀ 34.66 in3ഀ 1,170.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,170.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,170.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 3.12 kഀ 3.12 kഀ Area Requiredഀ 17.331 in2ഀ 17.331 in2ഀ Fv: Allowableഀ 180.00 psiഀ 180.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 2.08 kഀ Bearing Length Req'dഀ 0.739 inഀ Max. Right Reactionഀ 2.08 kഀ Bearing Length Req'dഀ 0.739 inഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job #ഀ Date: 1:04PM. 11 JAN 06ഀ f1eV. JODUV4ഀ User: Kw-0606238, vers.a.o, 1-oec-2003 General Timber Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.emCalculationsഀ Description H1ഀ (query Valuesഀ M, V, & D Q Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 2.08 kഀ 0.0000 inഀ @ Right Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ Description H2ഀ General Timber Beamഀ Page 1ഀ calculations.ecw: Calculationsഀ General Informationഀ Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user definedഀ Section Name 3-2x8ഀ Center Spanഀ 4.50 ft .....Lu 0.00 ftഀ Beam Widthഀ 4.500 inഀ Left Cantileverഀ ft .....Lu 0.00 ftഀ Beam Depthഀ 7.250 inഀ Right Cantileverഀ ft .....Lu 0.00 ftഀ Member Typeഀ Sawnഀ Bm Wt. Added to Loadsഀ Fb Base Allowഀ 900.0 psiഀ Load Dur. Factorഀ 1.000ഀ Fv Allowഀ 180.0 psiഀ Beam End Fixityഀ Pin-Pinഀ Fc Allowഀ 625.0 psiഀ Wood Densityഀ 35.000 pcfഀ Eഀ 1,600.0 ksiഀ Full Length Uniform Loadsഀ Center DL 235.00 #/ft LL 630.00 #/ftഀ Left Cantilever DL #/ft LL #/ftഀ Right Cantilever DL #/ft LL #/ftഀ Beam Design OKഀ Span= 4.50ft, Beam Width = 4.500in x Depth = 7.25in, Ends are Pin-Pinഀ Max Stress Ratio 0.575 : 1ഀ Maximum Moment 2.2 k-ft Maximum Shear * 1ഀ Allowable 3.8 k-ft Allowableഀ Max. Positive Momentഀ 2.21 k-ftഀ Max. Negative Momentഀ 0.00 k-ftഀ Max @ Left Supportഀ 0.00 k-ftഀ Max @ Right Supportഀ 0.00 k-ftഀ Max. M allowഀ 3.84ഀ fb 672.60 psiഀ fvഀ Fb 1,170.00 psiഀ Fvഀ at 2.250 ft Shear:ഀ at 4.500 ftഀ Camber:ഀ Reactions...ഀ 90.30 psi Left DL 0.55 kഀ 180.00 psi Right DL 0.55 kഀ 2.9 kഀ 5.9 kഀ @ Leftഀ 1.96 kഀ @ Rightഀ 1.96 kഀ @ Leftഀ 0.000inഀ @ Centerഀ 0.015 inഀ @ Rightഀ O.000inഀ Maxഀ 1.96kഀ Maxഀ 1.96 kഀ Deflectionsഀ Center Span...ഀ Dead Loadഀ Total Loadഀ Left Cantilever...ഀ Dead Loadഀ Total Loadഀ Deflectionഀ -0.010 inഀ -0.035 inഀ Deflectionഀ 0.000 inഀ 0.000 inഀ ...Locationഀ 2.250 Itഀ 2.250 ftഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ ...Length/Deftഀ 5,508.8ഀ 1,533.06ഀ Right Cantilever...ഀ Camber ( using 1.5 *ഀ D.L. Defl )ഀ Deflectionഀ 0.000 inഀ 0.000 inഀ @ Centerഀ 0.015 inഀ ...Length/Deftഀ 0.0ഀ 0.0ഀ @ Leftഀ 0.000 inഀ @ Rightഀ 0.000 inഀ Stress Calcsഀ Bending Analysisഀ Ck 34.195ഀ Le 0.000 ftഀ Sxxഀ 39.422 in3 Areaഀ 32.625 1n2ഀ Cf 1.300ഀ Rb 0.000ഀ Clഀ 1964.091ഀ Max Momentഀ Sxx Reo'dഀ Allowable fbഀ @ Centerഀ 2.21 k-ftഀ 22.66 in3ഀ 1,170.00 psiഀ @ Left Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,170.00 psiഀ @ Right Supportഀ 0.00 k-ftഀ 0.00 in3ഀ 1,170.00 psiഀ Shear Analysisഀ @ Left Supportഀ @ Right Supportഀ Design Shearഀ 2.95 kഀ 2.95 kഀ Area Requiredഀ 16.367 in2ഀ 16.367 in2ഀ Fv: Allowableഀ 180.00 psiഀ 180.00 psiഀ Bearing @ Supportsഀ Max. Left Reactionഀ 1.96 kഀ Bearing Length Req'dഀ 0.698 inഀ Max. Right Reactionഀ 1.96 kഀ Bearing Length Req'dഀ 0.698 inഀ Title : Job #ഀ Dsgnr: Date: 1:04PM, 11 JAN 06ഀ Descriptionഀ Scope :ഀ Rev: 580004ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003 General Timber Beam Page 2ഀ (c)1983-2003 ENERCALC Engineering Software calculations.ecw:Calculations kഀ Description H2ഀ Query Valuesഀ M, V, & D @ Specified Locationsഀ Momentഀ Shearഀ Deflectionഀ @ Center Span Location = 0.00 ftഀ 0.00 k-ftഀ 1.96 kഀ 0.0000 inഀ Q Right Cant. Location = 0.00 itഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ @ Left Cant. Location = 0.00 ftഀ 0.00 k-ftഀ 0.00 kഀ 0.0000 inഀ JOBഀ Monroe & Newell OFഀ Engineers, Inc. SHEET NO.ഀ CALCULATED avഀ A DATE Z7ഀ CHECKED BYഀ G~ DATEഀ cr.AlF / 'v,!i /ഀ Vഀ At Vഀ JOB 15500-oz-ഀ Monroe & Newell OF Y-l c c o~ഀ Engineers, Inc. SHEET ND.ഀ Iഀ {ഀ r il' o'ഀ CALCULATED BY ~i • DATEഀ CHECKED BY DATEഀ SCALEഀ Lഀ eS r7-ഀ f rs~U zso Pst=ഀ r2~ Ml~ 1,2ഀ 01ഀ _ _ zUഀ T :ഀ toഀ iഀ zഀ s~. .,yamഀ . ~ -ഀ Gtഀ +ഀ fi owഀ ഀ ഀ ഀ ഀ ~ fit?, !Lഀ 9 AT .3ഀ V'ഀ regഀ -9- U) D DW D~ D~ D~ D D~ഀ < O Cl) II En II O II In II O II O II II II II cഀ c) (D II II II 11 II II II IIഀ u w ?Iഀ Nഀ 1 0ഀ Wഀ Oഀ .P Oഀ Oഀ -P~ Oഀ Oഀ :P~ Oഀ Oഀ ;p pഀ Oഀ A Oഀ Oഀ Pഀ Oഀ Wഀ Oഀ Oഀ -ഀ Aഀ COഀ Qഀ Oഀ 1ഀ 07ഀ Oഀ W 1ഀ Oഀ W 1ഀ COഀ W 1ഀ (oഀ W 1ഀ Coഀ W 1ഀ (oഀ Wഀ (Vഀ 0)ഀ 0ഀ (~Jlഀ Oഀ Oഀ nഀ 01ഀ >ഀ >ഀ >ഀ >ഀ >ഀ >ഀ _ഀ Oഀ rഀ crഀ Nഀ Nഀ Nഀ Nഀ Nഀ Nഀ cnഀ Dഀ IIഀ (nഀ Oഀ Dഀ IIഀ cഀ oഀ -aഀ cഀ oഀ ~ഀ aഀ LT,ഀ Jഀ 6ഀ Nഀ ~1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 0ഀ 1ഀ coഀ Cഀ Pഀ Mഀ ~ഀ Vഀ Pഀ Mഀ Pഀ (nഀ Aഀ Aഀ -0ഀ coഀ Jഀ O)ഀ (nഀ Aഀ Wഀ Nഀ ഀ Oഀ cnഀ Oഀ Cnഀ mഀ (nഀ V'ഀ Ulഀ (nഀ 2)ഀ 'ഀ 5ഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ oഀ oഀ oഀ oഀ 0ഀ oഀ 0ഀ oഀ oഀ z~4-ഀ 0ഀ -lഀ 0ഀ 00ഀ 0ഀ ODഀ 0ഀ Coഀ 0ഀ COഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ Nഀ 1ഀ Wഀ 1ഀ Wഀ 1ഀ -Pഀ 1ഀ (71ഀ 1ഀ Wഀ 1ഀ vഀ 1ഀ OOഀ 1ഀ Oഀ Nഀ Nഀ Nഀ Nഀ Aഀ Nഀ Q)ഀ Nഀ coഀ Wഀ Wഀ Wഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ Oഀ Oഀ Oഀ Wഀ 1ഀ -ഀ -ഀ 1ഀ 1ഀ Nഀ Nഀ Nഀ Nഀ Nഀ Nഀ Nഀ Nഀ ഀ coഀ Wഀ Wഀ Aഀ Aഀ Aഀ (nഀ 07ഀ Aഀ Oഀ COഀ Aഀ ()1ഀ O)ഀ vഀ mഀ 1ഀ Nഀ Wഀ Aഀ (nഀ -lഀ 00ഀ Nഀ Aഀ Vഀ Aഀ ODഀ Wഀ Zഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ oഀ 0ഀ 0ഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ :4:ഀ Nഀ Nഀ Nഀ Nഀ Wഀ Nഀ Cnഀ Nഀ -1ഀ Nഀ coഀ Wഀ Wഀ Nഀ Wഀ Aഀ Wഀ (nഀ Wഀ Jഀ Wഀ Oഀ Aഀ -ഀ Aഀ Aഀ ~Iഀ Cnഀ Wഀ (nഀ -11ഀ Mഀ Nഀ D7ഀ Wഀ vഀ Aഀ ODഀ Wഀ (aഀ Wഀ (Jtഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ ,ഀ Oഀ .Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 1ഀ 1ഀ Nഀ (Dഀ Wഀ 1ഀ Wഀ Wഀ Wഀ Mഀ Wഀ Mഀ Aഀ yഀ Pഀ •Pഀ -i~-ഀ Mഀ Aഀ Wഀ Iഀ ഀ lഀ Mഀ Wഀ (nഀ Oഀ Cnഀ (Dഀ a)ഀ Nഀ 0)ഀ Oഀ Jഀ Jഀ Cnഀ Mഀ Wഀ Wഀ (0ഀ O)ഀ Oഀ d7ഀ 1ഀ ഀ Wഀ Nഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ Aഀ Nഀ Iഀ C nഀ OOഀ jഀ Mഀ lഀ Wഀ .ഀ Ulഀ lഀ coഀ lഀ Nഀ lഀ Oഀ Wഀ lഀ .ഀ (WTiഀ rഀ l(ഀ Wഀ ഀ Nഀ b,ഀ 00ഀ ഀ I~ഀ 1 1p (O 00 V a) ()I A W zഀ Oഀ pp00000ഀ A N co J m A W N 1ഀ CO W (o (o A 1 1ഀ N IV 1 1 1 O O O Oഀ P (o Cn N M O W N Nഀ co to co v O co 1 (0 Nഀ ~ A W 1 W A~ W 1ഀ A W N N 1 -1 O O Oഀ A Cn (O W CO CO Cn W COഀ (n co co (n O N co coഀ CD N N O A (n N (0 1ഀ 4~1 W W N 1 1 0 0ഀ O (D 1 A ~J N ~I A Aഀ O O v A 0 0 N W Aഀ CO O N Cn J V Cn Nഀ ~I 0) A CO CO N 1 0 0ഀ N A~ W 1 N)ഀ O N W W cnഀ OO (n A W N -1-10ഀ (o co (D v O W 1 im 0)ഀ 1 O m 1 Cn A co 0)ഀ 1 C7 0 Cn A p p 1 Oഀ O c0 A N O W -4 vഀ O CO OO-A. Wഀ CWO O OD OO (O Aഀ 1 (o -I O) A co N 1 Oഀ 0 coഀ " OO (o N Co (Ti A 01 0'0~ഀ 6) 1 Cn OD 1 W Cn 4 Wഀ 07 N W 1 A 1 'Aഀ 1 M J Cn W N 1 Oഀ 1 (0 O A Co J (0 (pഀ C4m(00NO-J Aഀ -4 a, P, COഀ -PN co 0'AO~j1ഀ rn"-Len 'rnoOഀ 1 1 00 W A W N jഀ rnpp0in "CoW1IV1ഀ W -P<0 W 1 Cn V Cn 1ഀ W 0 W co •P W A 0 Aഀ 4 04 A 0 V W OD (Oഀ mഀ Oഀ Mഀ ~n oഀ CD Q°ഀ m Zഀ (Dഀ 3 ~ഀ n Oഀ C) cf) C-ഀ r-- m Wഀ 0 mഀ -Iഀ Zഀ Oഀ Lഀ > 0ഀ "'I coഀ m Zഀ Oഀ 1ഀ N ~ഀ N Oഀ O Oഀ O Nഀ Cnഀ Cഀ nഀ 0ഀ C l)ഀ fഀ Cഀ ~U) DDS D~ D~ D~ D~ CL --t Kഀ n = CO II O II cn II O II O II N II II II II II C=ഀ it II II II II II IIഀ II ~ ?Iഀ Nഀ CTi Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ 0)ഀ Aഀ Aഀ 4ഀ J coഀ Aഀ N Oഀ Nഀ IV Oഀ N K)ഀ N Oഀ N K)ഀ N oഀ N) r\)ഀ N Oഀ N roഀ Nഀ r\)ഀ Oഀ iVഀ Nഀ Oഀ Oഀ -4ഀ U,ഀ Oഀ 0ഀ Wഀ T 0ഀ Oഀ oഀ r)ഀ > Dഀ coഀ > 5ഀ 00ഀ > 5ഀ > 5ഀ > ~ഀ >ഀ Oഀ Cഀ cnഀ Nഀ Nഀ Nഀ Nഀ Nഀ Nഀ U)ഀ Cniഀ -Iഀ Dഀ IIഀ Cf)ഀ Oഀ Dഀ IIഀ Oഀ 9ഀ Wഀ Oഀ ciഀ Q-ഀ fഀ CDഀ Mഀ Nഀ [Dഀ mഀ 1ഀ 1ഀ 1ഀ 1ഀ .1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 0ഀ 1ഀ coഀ coഀ wഀ Mഀ Wഀ Jഀ Jഀ Pഀ 0ഀ Pഀ (ഀ Aഀ ^ഀ Yഀ Wഀ Jഀ Oഀ U•iഀ Aഀ Wഀ Nഀ 1ഀ Oഀ Cnഀ Cnഀ C71ഀ cnഀ (nഀ Olഀ chiഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ ~ഀ 'ഀ 0ഀ Jഀ 0ഀ Wഀ 0ഀ coഀ 0ഀ coഀ 0ഀ COഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ 1ഀ Nഀ 1ഀ Wഀ 1ഀ Wഀ 1ഀ Aഀ -ഀ Ulഀ -ഀ CT)ഀ -ഀ Jഀ 1ഀ Wഀ 1ഀ (Dഀ Nഀ Nഀ Nഀ Nഀ Aഀ Nഀ rnഀ Nഀ coഀ Wഀ Wഀ Wഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ Wഀ 1ഀ Wഀ .lഀ Aഀ 1ഀ cnഀ (Aഀ 1ഀ Jഀ ഀ coഀ Nഀ Nഀ 1ഀ N.ഀ Nഀ Nഀ Wഀ Nഀ Aഀ Nഀ (nഀ Nഀ Jഀ Nഀ Wഀ ('oഀ Wഀ Nഀ Wഀ Aഀ coഀ Jഀ Aഀ Aഀ Aഀ Aഀ coഀ Mഀ Wഀ b)ഀ Oഀ Oഀ pഀ pഀ Oഀ Oഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ O.ഀ Nഀ 1ഀ Nഀ Nഀ Nഀ Wഀ lഀ Nഀ cnഀ Nഀ Jഀ Nഀ coഀ Iഀ Wഀ 1ഀ Wഀ Nഀ Wഀ Aഀ Wഀ U1ഀ -ഀ Wഀ Jഀ -ഀ Wഀ (Dഀ Aഀ -ഀ Aഀ -ഀ -ഀ Aഀ -ഀ -ഀ Cnഀ Criഀ --Aഀ OJഀ Nഀ Wഀ Wഀ Jഀ Aഀ Wഀ Wഀ CDഀ coഀ alഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ 0ഀ pഀ pഀ 0ഀ 1ഀ -ഀ _1ഀ CNDഀ . jഀ Wഀ coഀ Mഀ wഀ Wഀ -Aഀ Aഀ mഀ coഀ (nഀ Wഀ mഀ (DDഀ Nഀ mഀ Jഀ mഀ mഀ wഀ mഀ Wഀ Jഀ Nഀ CAഀ 0ഀ 0ഀ Oഀ Oഀ Oഀ Oഀ Oഀ Oഀ 0ഀ Oഀ Oഀ Oഀ 0ഀ 0ഀ 0ഀ 0ഀ 1ഀ ഀ 1ഀ 1ഀ 1ഀ 1ഀ ~ഀ Aഀ Nഀ CATIഀ 00ഀ 1ഀ (nഀ inഀ wഀ (Itഀ COഀ Nഀ Wഀ mഀ CDഀ toഀ Wഀ 1ഀ Ivഀ 1ഀ 0>ഀ Wഀ Jഀ Wഀ _O co co J W U, A W zഀ Oഀ a OO0OOOoഀ •A N CO J ~ W :1 1ഀ W co CD CD CA A 1 Nഀ N N 1 -i 1 0 0 0 0ഀ A CD Cn r\) co (A W N Nഀ CO (n W J O W 1 CO Nഀ J CO A A Wഀ A co 1 1ഀ A W N N 1 1 0 0 O.ഀ A W (O W W W co (n w Wഀ coഀ coഀ cn C) rQ co N) m N a) N CDഀ A W W N 1 O Oഀ co co 1 A ~I N J Aഀ A (00 cn N Ln~ J ui N'ഀ J W A W W N 1 0 Oഀ A- (DCDO N CnCDCnCnഀ N A J w 1 -W Co Lnഀ W J cn A W N 1 1 Oഀ W O R M COnഀ W A W (A Wഀ Wഀ j W W CJ1 A W N -y Oഀ O CO P N O W -4 Jഀ GJ `CJ1 CD O O A J' Jഀ co M W CD W co A Wഀ i_ CD =J (31 A W N 1 Oഀ OD Ul Cp W U'i J CD coഀ W J N W 1 A Aഀ 1 1 W J Ul W N 1 Oഀ W CO O A CD J J CD CDഀ W O W- J W O CDഀ OAO:cDNCA1JAഀ ~ v W A W ~ഀ :p N W. O O W 1 1ഀ oiQ n- cn000ഀ CJtJ~AW co co ca'ഀ .i 1 90 O A W Nഀ W W O~~DOCW~N--+ഀ W A <D W -1 0 -J Mഀ W CD W CD 4 CD A W 4ഀ AWAACn-1 MMCDഀ ~ S1ഀ 9ഀ rr---ഀ v _ഀ mഀ Oഀ M 3ഀ tD Oഀ CDഀ m Q°ഀ Zഀ Coഀ 5 ~ഀ C7ഀ C) Cl) L-ഀ r- m Oഀ coഀ n mഀ m --Aഀ C Zഀ Oഀ CDഀ ;rNഀ Lഀ > 0ഀ i COഀ M Zഀ Oഀ Tiഀ C/)ഀ rഀ Cഀ 00ഀ N ~ഀ C,) 0ഀ Nഀ O Oഀ O Nഀ JOBഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED BY -Dy DATE 4ഀ CHECKED BY DATEഀ JOB s1 d~ ±1ഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OF =ഀ DATE 9ഀ CALCULATED BY t)~ഀ CHECKED BY DATEഀ i 1~.olഀ JOB UI t IJ ~i(s~l J 5500-oz-ഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OFഀ A CALCULATED BY D ! - DATEഀ CHECKED BY DATEഀ SCALE 'Y:f' S 1ഀ Wഀ cofjly Gഀ Monroe & Newellഀ Engineers, Inc.ഀ J I'ഀ ~FD ~,X1 eLy~3 SSbo.d-r~ഀ JOBഀ SHEET N0. OF_ഀ ~`,°rഀ CALCULATED BY DATEഀ CHECKED BY DATEഀ SCALEഀ ~jഀ <ഀ • o.ഀ 'Zഀ G. zs x !J`~.3ഀ Fഀ F7;) s,s-40,02 5XI 66v eഀ JOBഀ Monroe & Newellഀ Engineers, Inc. SHEET NO. OFഀ CALCULATED BY DATE r y o-ഀ CHECKED BY DATEഀ SCALEഀ A Monroe & Newellഀ Engineers, Inc.ഀ e~~vG-~'Ia 4'1" 6 y,5 1y, "1ഀ JOB -4/R> SS{/~VV 51tI GC.V 'ഀ SHEET NO. 7~~[:~"'~ OFഀ CALCULATED BY :P AO DATEഀ CHECKED BY DATEഀ SCALE N'Tcഀ Monroe & Newellഀ Engineers, Inc.ഀ Tഀ ~iഀ Dowel-Type Fastenersഀ Mainഀ Memberഀ Fell=ഀ 5600 psi ;ഀ Fe-ഀ 2600 psiഀ 0=ഀ 90ഀ Fee=ഀ 2600 psiഀ Q Steel Plate Femഀ 87000 psiഀ ❑ Steel Plate Fesഀ 2600 psiഀ D=ഀ 0.75 inഀ Fyb=ഀ 45000 psiഀ Rd=ഀ 4.500ഀ Re=ഀ 33.462ഀ R,=ഀ 0.090909091ഀ lmഀ 0.25 inഀ 1,.=ഀ 2.75 inഀ Single Shearഀ O Double Shearഀ Yield Mod(ഀ Hഀ Z=ഀ 569lbsഀ Z'= Z*CDCMC'C9CACegCdiCmഀ CD= 1 CM=ഀ Co= 1ഀ JOBഀ SHEET NO.ഀ CALC BYഀ CHECKED BYഀ Side Memberഀ Fell=ഀ 5600 psiഀ F,-L=ഀ 2600 psiഀ G=ഀ 90ഀ Fee=ഀ 2600 psiഀ e -/Iഀ VFD SKI CLUBഀ JOB NO. 5500.02ഀ DK DATE 11/17/2005ഀ DATEഀ Table 11.3.1Bഀ 0=ഀ 90ഀ Ke=ഀ 1.25ഀ KD=ഀ 8ഀ D,ഀ n/aഀ k1= 0.477ഀ k2= 15.725ഀ k3= 0.723ഀ 1ഀ Cdഀ 1ഀ Ce<=ഀ 1ഀ Temperatureഀ End Grain Factorഀ Dryഀ T<100°Fഀ Type N.A.ഀ Ct=ഀ 1ഀ Cep 1ഀ Group Actionഀ n=ഀ 4ഀ Amഀ 21 in^2ഀ Y= 1753701bs/inഀ Emഀ 1400000 psiഀ ASഀ 3 in^2ഀ s= 3.5ഀ ESഀ 29000000 psiഀ REA=ഀ 0.338ഀ u= 1.014 psiഀ m= 0.846253ഀ CSഀ 0.95ഀ Z'=ഀ 540lbsഀ rows=ഀ 1ഀ 2161 lbsഀ ~qeഀ Monroe & Newellഀ Engineers, Inc.ഀ Dowel-Type Fasteners continuedഀ Table 11.5.1A Edge Distanceഀ Parallel to Grainഀ Depth of memberഀ 7.25 inഀ Space Btwn Rowsഀ 3.75 inഀ I/D=ഀ 3.67ഀ Min edge distanceഀ 1.13 inഀ Table 11.5.1B End Distanceഀ ilirnrhinn of I-Ainഀ gഀ Minimum End Distanceഀ Design Valueഀ Reduced Fullഀ Perpendicular to Grain:ഀ 1.5 inഀ 3.00 inഀ Parallel to Grain, Compression:ഀ (fastener bearing away from member end)ഀ 1.50 inഀ 3.00 inഀ Parallel to Grain, Tension:ഀ (fastener bearing toward member end)ഀ for softwoodsഀ 2.63 inഀ 5.25 inഀ for hardwoodsഀ 1.88 inഀ 3.75 inഀ Table 11.5.1C Spacing Requirements for Fasteners in a Rowഀ Minimum Spacingഀ Rednred Fullഀ Parallel to Grainഀ 2.25 in 3 inഀ Perpendicular to Grainഀ Required spacingഀ 2.25 in for attachedഀ Table 11.5.1D Spacing Requirements Between Rowsഀ I/D= 3.67ഀ 1= 2.75 in Minimum Spacingഀ JOBഀ SHEET NO.ഀ CALC BYഀ CHECKED BYഀ Perpendicular to Grainഀ loaded edge 3 inഀ OK unloaded edge 1.125 inഀ 1.51)ഀ JOB NO.ഀ DATEഀ DATEഀ Parallel to Grainഀ 1.13 inഀ Pe endicular to Grainഀ 2.66 inഀ _ഀ d d c>4,~~ഀ ROOF TRUSSES (Tl-T17)ഀ ~Oഀ 1Zഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:31 AMഀ Job Number : Checked By:ഀ Basic Load Casesഀ 1! DEAD LOAD I DL ! i -1 1 9 ! 1ഀ 2 I` LIVE LOAD LL I I gഀ Joint Boundary Conditionsഀ L,i.,+ I -tiff v rl./f.,i v f4/inl ❑nt~+innfL_f+/r~rllഀ 1ഀ N1 Reactionഀ Reactionഀ 2ഀ N2ഀ Reactionഀ 3ഀ N10ഀ Reactionഀ -ഀ 4ഀ N11 - -ഀ Reaction'ഀ Hot Rolled Steel Design Parametersഀ Joint Deflectionsഀ I Inin+ I ok- l Y rinl V finl Pmntinn rrarllഀ 1ഀ 1ഀ N1ഀ I 0ഀ 0ഀ 0ഀ 2ഀ 1ഀ N2ഀ .275ഀ 0ഀ 0ഀ 3ഀ 1ഀ N3ഀ .138ഀ -.428ഀ 0ഀ 4ഀ 1ഀ N4ഀ -.007ഀ .023ഀ 1.606e-4ഀ 5ഀ 1ഀ N5ഀ 1 .283ഀ .023ഀ -1.606e-4ഀ 6ഀ 1ഀ N6ഀ .055ഀ -.17ഀ =3.02e-3ഀ 7ഀ 1ഀ N7ഀ .22ഀ -.17ഀ 3.02e-3ഀ 8ഀ 1ഀ N8ഀ .116 _ഀ -.36 Iഀ -2.049e-3ഀ 9ഀ 1ഀ _ഀ N9ഀ .159ഀ -.36ഀ 2.049e-3ഀ 1.0ഀ 1 _ഀ N10ഀ 0ഀ 0ഀ -1.652e-3ഀ 11ഀ 1ഀ N11ഀ I .275ഀ 0ഀ 1.652e-3ഀ Joint Reactionsഀ I n L.L.a I .."-I v TIA v rLl KA7 m-wഀ 1ഀ 1ഀ N 1ഀ 0 -5.947ഀ 0ഀ 2ഀ 1ഀ N2ഀ 0 -5.947ഀ 0ഀ 3 1ഀ 1ഀ N10ഀ 0 41.909ഀ 0ഀ 4 Iഀ 1ഀ N1.1ഀ 0 ! 41.909-ഀ 0ഀ 5ഀ 1ഀ Totals:ഀ 0 71.922ഀ 6ഀ 1ഀ COG ; ft :ഀ X: 25 Y: 4.35ഀ Load Combinationsഀ Des ri tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factorഀ 1 DL + LL Yes Y DL 1 LL 1ഀ Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD)ഀ Inin+ I ohol I n NA nirantinn hAnnnifi iriorlr Le-ft in rnrf h'cA9/ftlഀ 1 Iഀ N4ഀ Lഀ Yഀ -2.1ഀ 2ഀ N10ഀ L Iഀ Yഀ -2.1ഀ 3ഀ N6ഀ Lഀ Yഀ -2.1ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 1 BENT.r2d] Page 1ഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:31 AMഀ Job Number : Checked By:ഀ Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) (Continued)ഀ _c...I n eA n;,-,+i.,n KAnnniti ,r1ofU Ir_ft in -H 4*cA9/ftlഀ 4ഀ N8ഀ Lഀ ( Yഀ -2.1ഀ 5ഀ N3ഀ Lഀ Yഀ -2.1ഀ 6 i >ഀ N9ഀ Lഀ Yഀ -2.1ഀ 1 7 1ഀ N7ഀ Lഀ Yഀ -2.1ഀ 8ഀ N11ഀ Lഀ Yഀ =2.1ഀ 9ഀ N5ഀ Lഀ Yഀ -2.1ഀ Joint Loads and Enforced Displacements (BLC 2: LIVE LOAD)ഀ i n \A ni.....+i.... KA-r...i+rlnfL L_f+ in ro.i U*cM /ftlഀ 1ഀ N4ഀ Lഀ Yഀ -5.5ഀ 2ഀ N10ഀ - Lഀ Yഀ -5.5ഀ 3ഀ N6ഀ Lഀ Yഀ -5.5ഀ 4ഀ N8ഀ Lഀ I Yഀ -5.5ഀ 5ഀ N3ഀ Lഀ Yഀ -5.5ഀ 6ഀ N9 =ഀ Lഀ Yഀ -5.5ഀ 7ഀ N7ഀ ! L Iഀ Yഀ -5.5ഀ 8ഀ - N11ഀ Lഀ Yഀ -5.5ഀ 9ഀ N5ഀ Lഀ Yഀ -5.5ഀ Material Takeoffഀ Material Size Pieces Length[ft] Wei ht Kഀ 1 Hot Rolled Steelഀ 2 I A572Grade50 i W16X67 2 52.5 3.5ഀ 3 Total HR Steel 2 52.5 3.5ഀ Hot Rolled Steel Propertiesഀ r rl...n AL. T1-- AI PC; f=1 nancit,,rlr/ftn41 VialrN'Qi1ഀ 1ഀ A36ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 36ഀ 2ഀ A572Grade50ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49.ഀ 50ഀ 3ഀ A992ഀ 29000ഀ 11154ഀ _ .3ഀ .65ഀ .49ഀ 50ഀ 4ഀ A500 42ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ 49ഀ 42ഀ 5ഀ A500 46ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 46ഀ Member Primary Dataഀ Member ASD Steel Code Checksഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 1 BENT.r2d] Page 2ഀ ~Y-qഀ : -X Iഀ Iഀ -3.ikഀ -3.1 k -3.1 kഀ -3.1k -3.tkഀ Iഀ -3.t k -3.ikഀ -ഀ 3.tk 3 1kഀ / Iഀ ~N8ഀ Iഀ Iഀ Iഀ I I.ഀ iഀ Iഀ iഀ iഀ Loads: BLC 1, DEAD LCADഀ Results for LC 1, DL + LLഀ Monroe & Newell Engineer...ഀ Monroe & Newell Engineer... s Jan 5, 2006 at 9:35 AMഀ VFD TRUSS 2 BENT.r2dഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:33 AMഀ Job Number : Checked By:ഀ Basic Load Casesഀ I UCHU LVHU UL -ഀ 2 I LIVE LOAD LL ! ! 9ഀ Joint Boundary Conditionsഀ i i ..4.,.t v ri./:.,1 v rl./inl nm+ tinnrlr-ftl-rllഀ 1ഀ N1ഀ Reaction Reactionഀ 2ഀ N8ഀ Reactionഀ 3ഀ N12ഀ _ Reactionഀ 4 `ഀ N13ഀ - Reactionഀ Hot Rolled Steel Design Parametersഀ Joint Deflectionsഀ V rir.l Rn+ntinn rrorllഀ 1ഀ 1ഀ N1ഀ 0ഀ 0ഀ 0ഀ 2ഀ i 1ഀ N8ഀ .09ഀ 0ഀ 0ഀ 3ഀ 1ഀ N9ഀ I .045ഀ -.141ഀ 0ഀ 4ഀ 1ഀ _ഀ N10ഀ .01ഀ -.032ഀ -2.623e-ഀ 1 1ഀ 1ഀ N11ഀ .08ഀ -.032ഀ 2.623e-4ഀ 6ഀ 1ഀ N12ഀ 0ഀ 0ഀ -5.388e-ഀ 7ഀ 1ഀ N13ഀ .09ഀ 0ഀ 5.388e-ഀ 8ഀ 1ഀ N15ഀ .03ഀ -.093 Iഀ -1.295e-3ഀ 9ഀ 1ഀ N16ഀ .06ഀ -.093ഀ 1.295e-3ഀ 10ഀ 1,ഀ N22ഀ .006ഀ -.02 Iഀ 4.169e-4ഀ 11ഀ 1ഀ N23ഀ .084ഀ -.02ഀ -4.169e-4ഀ Joint Reactionsഀ v n.i V rLl KA7 rL_f+lഀ 1ഀ 1ഀ N1ഀ 0ഀ 6.914ഀ 0ഀ 2ഀ 1ഀ N8'ഀ 0ഀ 6.914ഀ 0ഀ 3 1ഀ 1ഀ N12ഀ 0ഀ 41.388ഀ 0ഀ 4 1ഀ 1ഀ N13ഀ 0ഀ 41.388ഀ 0ഀ 5ഀ 1ഀ Totals:ഀ 0ഀ 96.604ഀ 6ഀ 1ഀ COG ft `ഀ X: 25ഀ Y: 4.356ഀ Load Combinationsഀ Descri tin SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factorഀ 1 DL + LL Yes Y DL 1 LL 1ഀ Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD)ഀ i,.:.,. i -[,-I I n hA nirontinn AAnnnitiirlcrlr k-ft in rnrl k*cM/ftlഀ 1ഀ N10ഀ Lഀ Yഀ -3.1ഀ 2ഀ N22ഀ Lഀ Yഀ -3.1ഀ 3 1ഀ N12ഀ Lഀ Yഀ -3.1ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 2 BENT.r2d] Page 1ഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:33 AMഀ Job Number : Checked By:ഀ Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) (Continued)ഀ 1.,;.,+ I ~kol 1 n NA r)i-t;nn AAnnnitl irforL le-ft in rarl 4'en9/ftlഀ 4ഀ N15ഀ Lഀ Y -3.1ഀ 5ഀ N9ഀ Lഀ Y -3.1ഀ 6ഀ N16ഀ L'ഀ Y -3.1ഀ 7ഀ N13ഀ Lഀ Y I -3.1ഀ 8ഀ N23 Iഀ . L Iഀ Y -3.1ഀ 9ഀ N11 Iഀ Lഀ Y -3.1ഀ Joint Loads and Enforced Displacements (BLC 2: LIVE LOAD)ഀ I..;..+ I .,h..1 I n nA ninon+inn RA-4 i 4l rL L,-f+ in -A L,-~AO/ftlഀ 1ഀ N10ഀ Lഀ Y -7.3ഀ 2ഀ N22ഀ Lഀ Y -7.3ഀ 3ഀ N12ഀ Lഀ Y I -7.3ഀ 4ഀ N15ഀ L Iഀ Y -7.3ഀ 5ഀ N9ഀ Lഀ Yഀ -7.3ഀ 6 Iഀ N16ഀ Lഀ Yഀ -7.3ഀ 7ഀ N13'ഀ Lഀ Yഀ -7.3ഀ 8ഀ N23ഀ Lഀ Yഀ -7.3ഀ 9ഀ N1.1ഀ Lഀ Yഀ -7.3ഀ Hot Rolled Steel Propertiesഀ c: ri-n r'- rLc;1 Khi Th- 1\1 GG Fl n-itvrL/ffAQ1 Vi.IHMeilഀ 1ഀ A36ഀ 29000ഀ 11154ഀ .3ഀ _ .65ഀ .49ഀ 36ഀ 2ഀ A572Grade50ഀ 29000 Iഀ 11154ഀ .3ഀ .65ഀ .49ഀ 50ഀ 3ഀ A992ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ -ഀ .49ഀ 50ഀ 4ഀ A500 42ഀ 29000ഀ 11154ഀ 3ഀ .65-ഀ .49ഀ 42ഀ 5ഀ A500 46ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49 _ഀ 46 _ഀ Member Primary Dataഀ 1 ! M1 N1 N9 BENT I Wide Flange I Beam IA572Grade...l Typicalഀ M9 i NR ` N9 I BFNT Wide Flange 1 Beam IA572Grade..•i Tvnicalഀ Member ASD Steel Code Checksഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 2 BENT.r2d] Page 2ഀ Material Takeoffഀ .Yഀ 1 -xഀ -3.1kഀ Loads: BLC 1, DEAD LOADഀ Results for LC 1, DL + LLഀ Monroe & Newell Engineer. .ഀ Monroe & Newell Engineer...ഀ 1.8kഀ Iഀ ~ Iഀ ~~N2ഀ Jan 5, 2006 at 9:34 AMഀ VFD TRUSS 3 BENT.r2dഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:34 AMഀ Job Number : Checked By:ഀ Joint Boundary Conditionsഀ v rk/inl Rotatinnfk-ft/radlഀ 1ഀ joint Labelഀ N1ഀ N..ഀ Reaction Reactionഀ 2ഀ N2ഀ Reactionഀ 3ഀ N6ഀ Reactionഀ 4 'ഀ N7ഀ l I Reactionഀ Joint Deflectionsഀ LC Joint Label X in Yin Rotation radഀ 1 1ഀ 1ഀ N1 0ഀ 0 0ഀ 2ഀ 1ഀ N2 18ഀ 0 0ഀ 3ഀ N3 I .09ഀ -.281 0 Iഀ 4ഀ N4 0ഀ 001ഀ 2.054e-4ഀ 5ഀ 1ഀ N5 .181 1ഀ .001ഀ -2.054e-4ഀ -ഀ 6ഀ 1ഀ N6ഀ 0ഀ 0ഀ 3ഀ -1.746eഀ 7ഀ 1ഀ N7ഀ .179ഀ 0ഀ 1.746e-3ഀ 8ഀ 1ഀ Ng .ഀ .062ഀ - 193 {ഀ -2.497e-3ഀ 9ഀ 1ഀ N9ഀ .118ഀ -.193ഀ 2.497e-3ഀ 10ഀ 1ഀ N10ഀ -.007ഀ :023ഀ 1.438e-4ഀ 11ഀ 1ഀ N 11ഀ .187ഀ .023ഀ 1.438e-4ഀ Joint Reactionsഀ v rL,, v rv M7 fk-ftlഀ 1 1ഀ LCഀ 1ഀ --d 1ഀ N 1ഀ 0ഀ 2.321ഀ 0ഀ 2 ;ഀ 1 _ഀ N2ഀ 0ഀ 2.321ഀ 0ഀ 3ഀ 1ഀ N6ഀ 0ഀ 34.834ഀ 0ഀ 4 jഀ 1ഀ N7ഀ 0ഀ 34.834ഀ 0ഀ 5 1ഀ 1ഀ Totals:ഀ 0ഀ 74.31ഀ 6ഀ 1ഀ COG (ft):ഀ X. 25ഀ Y: 4.939ഀ Load Combinationsഀ Descri tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Fac or BLC Factor BLC Factor BLC Factor BLC Factorഀ 1 DL _ LL Yes Y D L I 1 LL 1ഀ Joint Loads and Enforced Displacements (BLC 1 • DEAD LOAD)ഀ Joint Labelഀ L D Mഀ Directionഀ Ma nitude k k-ft in rad k*s^2/ftഀ 1 N4ഀ Lഀ Yഀ -1.8ഀ 2 j N10ഀ Lഀ Yഀ -1.8ഀ 3 N6ഀ Lഀ Yഀ -1.8ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 3 BENT.r2d] Page 1ഀ Basic Load Casesഀ Hot Rolled Steel Design Parametersഀ T1ഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:34 AMഀ Job Number : Checked By:ഀ Joint Loads and Enforced Displacements (BLC 1 • DEAD LOAD) (Continued)ഀ Direction Ma nitude k k-ft in rad k*s^2/ftഀ 4 Iഀ Joint Labelഀ N7ഀ L D Mഀ Lഀ Yഀ =1.8ഀ 5ഀ 6ഀ N11ഀ N5ഀ Lഀ ;ഀ Lഀ Yഀ Yഀ -1.8ഀ -1.8ഀ 7ഀ N8ഀ Lഀ Y Iഀ -3.8ഀ 8ഀ N9ഀ L Iഀ Y iഀ -3.8ഀ 9ഀ N3ഀ Lഀ Iഀ Yഀ 3.1ഀ Joint Loads and Enforced Displacements (BLC 2: LIVE LOAD)ഀ I - ~A nvon+inn Mannitiirlafk.k-ft in.rad k*Sn2/ftlഀ 1ഀ joint Labelഀ N4ഀ L v rviഀ Lഀ Y.,ഀ -4.3ഀ 2ഀ N10ഀ Lഀ Yഀ -4.3ഀ 3ഀ N6ഀ Lഀ Yഀ -4.3ഀ 4ഀ N7ഀ Lഀ Yഀ -4.3ഀ 5ഀ N11ഀ Lഀ Yഀ -4.3ഀ 6 Iഀ 7 1ഀ N5ഀ N8ഀ Lഀ Lഀ yഀ Yഀ -4.3ഀ -8.8ഀ 8ഀ gഀ N9ഀ N3ഀ L 'ഀ I Lഀ Yഀ Yഀ -8.8ഀ -7.3ഀ Material Takeoffഀ Wei ht Kഀ Material Size Pieces Length[ft]ഀ 1 Hot Rolled Steelഀ 2 A572Grade50 W16X40 2 - i 52.5 21ഀ 3 ( Total HR Steel 2 I 52.5 2.1ഀ Hot Rolled Steel Propertiesഀ TI-corm Al Fri P% nl ncihifk/ft/\31 Yieldfksilഀ 1ഀ Labelഀ A36ഀ tz Ksiഀ 29000ഀ u Ksഀ 11154ഀ iluഀ .3ഀ .65ഀ .49ഀ 36ഀ 2ഀ A572Grade50 1ഀ 29000ഀ 11154ഀ 3ഀ .65ഀ I 49ഀ 50ഀ 3ഀ A992ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 50ഀ 4ഀ A500 " 42ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 42ഀ 5ഀ A500 46ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 46ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSESWFD TRUSS 3 BENT.r2d] Page 2ഀ Member Primary Dataഀ Member ASD Steel Code Checksഀ roഀ yഀ ~I_Xഀ -2.3kഀ -3kഀ ~r.1 -2.3kഀ Loads: BLC 1, DEAD LOADഀ Results for LC 1, DL + LLഀ Monroe & Newell Engineer.ഀ Monroe & Newell Engineer.. PQ Sഀ -2.2kഀ 1 Jan 5, 2006 at 9:34 AMഀ VFD TRUSS 4 BENT.r2dഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:34 AMഀ Job Number : Checked By:ഀ Basic Load Casesഀ DEAD LOAD I DL -1 1 5 1 1 1ഀ 9 LIVF LOAD LL - I 5 1 jഀ Joint Boundary Conditionsഀ 41-41ഀ 1ഀ JVII II L UCIഀ N7 Reactionഀ - -ഀ 2ഀ N3 Reactionഀ 3ഀ N4ഀ 4ഀ N8ഀ Reaction Reactionഀ 5ഀ N6ഀ 6ഀ N2ഀ Reactionഀ Hot Rolled Steel Design Parametersഀ Joint Deflectionsഀ v r; ,l PMt Linn rraHlഀ 1ഀ Ll,/ഀ 1ഀ UVII It Lഀ N1ഀ .024 - -.076ഀ 6.809e-4ഀ 2ഀ 1ഀ N2ഀ 0 0ഀ -5.579e-4ഀ 3ഀ 1ഀ N3ഀ .048 0ഀ 0ഀ 4ഀ 1ഀ N4ഀ .024 -.075ഀ -7.292e-4ഀ 5ഀ 1ഀ N5ഀ .045 -.008ഀ 8.384e-4ഀ 6ഀ 1ഀ N6ഀ .021 ' =.067 Iഀ ' -8.935e-4ഀ 7ഀ 1ഀ N7ഀ .048 0ഀ 6.593e-4ഀ 8ഀ 1ഀ N8ഀ 0 0ഀ 0ഀ Joint Reactionsഀ v n.i v rv NA7 rk-ftlഀ 1ഀ 1ഀ N7 _ഀ 0ഀ 22.426ഀ 0ഀ 2 >ഀ 1ഀ N3ഀ 0ഀ 1.34ഀ _ 0ഀ 3ഀ 1ഀ N8ഀ 0ഀ -4.877ഀ 0ഀ 4ഀ 1 iഀ N2ഀ 0ഀ 22.047ഀ 0ഀ 5ഀ 1ഀ Totals:ഀ 1 0ഀ 40.936ഀ 6ഀ 1ഀ COG (ft):ഀ j X• 24.471 Iഀ Y: 6.06ഀ Load Combinationsഀ Des ri tion SolvePD... SR... BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factorഀ 1 DL + LL Yes I Y DL 1 1 LL 1ഀ Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD)ഀ no....,.;..., RA.,.,.,4 -4nn, L,-f+ in -A Le*cAO/ftlഀ 1ഀ UVII IL LQUGIഀ N2ഀ ഀ Lഀ ഀ Yഀ - -ഀ -.7ഀ 2ഀ N4 -ഀ ! Lഀ Yഀ -3ഀ 3ഀ N1ഀ Lഀ Yഀ -2.3ഀ 4ഀ N5-ഀ L ,ഀ Yഀ -2.3ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 4 BENT.r2d] Page 1ഀ T 1?2ഀ Company Monroe & Newell Engineers, Inc. Jan 5, 2006ഀ Designer Monroe & Newell Engineer Inc. 9:34 AMഀ Job Number : Checked By:ഀ Joint Loads and Enforced Displacements (BLC 1 • DEAD LOAD) (Continued)ഀ Joint Loads and Enforced Displacements (BLC 2: LIVE LOAD)ഀ n:...,.+;..., Unnniturlcfk L--ft in ra(f k*sM/ftlഀ 1ഀ Joint Labelഀ N2ഀ L v IVഀ Lഀ -ഀ Yഀ Yഀ -ഀ 2ഀ N4ഀ Lഀ 1ഀ yഀ -7.1ഀ 3ഀ N1ഀ L.ഀ Yഀ 4ഀ N5ഀ Lഀ Yഀ -5.6ഀ 5ഀ N3ഀ Lഀ Yഀ -5ഀ Material Takeoffഀ i r++t WainhtfKlഀ Matenalഀ 1ഀ Hot Rolled Steelഀ .9ഀ 2ഀ A572Grade50 W16X36 2 26ഀ 3ഀ Total HR Steel 2 26ഀ .9ഀ Hot Rolled Steel Propertiesഀ TL, /ti CG non~~+.~(k/f+n~l Yialrlfksilഀ 1ഀ Labelഀ A36ഀ t Ksiഀ 29000ഀ U K~ഀ 11154ഀ uഀ .3ഀ .65ഀ .49ഀ 36ഀ 2ഀ A572Grade50ഀ 29000ഀ 11154ഀ .3ഀ 1 .65ഀ .49ഀ 50ഀ 3ഀ A992ഀ 29000ഀ 11154ഀ .3ഀ .65ഀ .49ഀ 50ഀ 4ഀ A500 42ഀ 1 29000ഀ 11154ഀ .3ഀ 65ഀ .49ഀ 42ഀ 5ഀ A500 46ഀ 29000ഀ 11154ഀ .3ഀ .65 1ഀ .49ഀ 46ഀ RISA-2D Version 6.0 [D:\...\...\TRUSSES\VFD TRUSS 4 BENT.r2d] Page 2ഀ Member Primary Dataഀ Member ASD Steel Code Checks (By Combination)ഀ Connection Calculatorഀ Page 1 of 2 `Jഀ xta►a•ഀ raaietir-an Forest & PaFer.Rsseciatan Connectionഀ American ~~r€a[)t~ Council Calculatorഀ , { ~ 1 _J 1.i tt ,l1 x t is 3:~! r* '.rr'!t`'usഀ Connection Typell] Lateral loadingഀ Fastener Typell1 Boltഀ Loading Scenario Single Shear - Wood Main Memberഀ Submit Initial Valuesഀ tഀ i 3ഀ J I Main member Typel(JDouglas Fir-Larchഀ Main Member - other (in inches)ഀ Thickness 13,625ഀ Main Member: An !eഀ of Load to Grainഀ Side Member Typeഀ 90ഀ steelഀ Side Memberഀ Thicknessഀ -ഀ Side Member: Angleഀ of Load to Grainഀ 0ഀ -ഀ Fastener Diameterഀ 4 n.ഀ Load Duration Factorഀ C_D = i.o yഀ I Wet Service Factorഀ CM = 1.0ഀ Temperature Factorഀ C_t = 1.0ഀ Calculate Connection Capacityഀ Connection Yield Mode Descriptions Limits of Useഀ Diaphragm Factor Help Load Duration Factor Help Technical Helpഀ Connection 'die Modesഀ IM 1414 lbs.ഀ Is i 3262 lbs.ഀ II 701 lbs.ഀ IIIm 1013 lbs.ഀ F HIS 944Ibs.ഀ IV 1224 lbs.ഀ G-ഀ Adjusted ASDഀ iഀ Capacity [701 lbs. Z 140ഀ t Z' 7-ഀ Bolt bending yield strength of 45,000 psi is assumed.' z Sഀ . The Adjusted ASD Capacity is only applicable for bolts with adequate end distance, edge distEഀ per NDS chapter 11.ഀ . ASTM A36 Steel is assumed for steel side members 1/4 in. thick, and ASTM A653 Grade 33 S-ഀ for steel side members less than 1/4 in. thick.ഀ http://www. awc. org/c alculators/connections/cc style. asp?connection type=Lateral+loading... 1/11/2006ഀ Connection Calculatorഀ Page 2 of 2 71ഀ While every effort has been made to insure the accuracy of the information presented, and special 1ഀ made to assure that the information reflects the state-of-the-art, neither the American Forest & Palഀ nor its members assume any responsibility for any particular design prepared from this on-line Conഀ Calculator. Those using this on-line Connection Calculator assume all liability from its use.ഀ The Connection Calculator was designed and created by Cameron Knudson, Michael Dodson and Daഀ Washington State University. Support for development of the Connection Calculator was provided bഀ American Wood Council.ഀ htti)://www.awc.org/calculators/connections/cestyle.asp?connection_type=Lateral+loading... 1/11/2006ഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983.2003 ENERCALC Engineering Softwareഀ Description TRUSS COLUMNഀ General Informationഀ Steel Section HSS4X4X5/16ഀ Column Height 14.500 ftഀ End Fixity Pin-Pinഀ Live & Short Term Loads Combinedഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scopeഀ Steel Columnഀ Job #ഀ Date: 1:04PM, 11 JAN 06ഀ Page 1ഀ calculations.ecw: Calculationsഀ Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000ഀ Fyഀ 46.00 ksiഀ X-X Sidesway :ഀ Restrainedഀ Duration Factorഀ 1.000ഀ Y-Y Sidesway :ഀ Restrainedഀ Elastic Modulusഀ 29,000.00 ksiഀ X-X Unbracedഀ 14.500 ftഀ Kxxഀ 1.000ഀ Y-Y Unbracedഀ 0.000 ftഀ Kyyഀ 1.000ഀ Loadsഀ Axial Load-ഀ Dead Loadഀ 42.00 kഀ Ecc. for X-X Axis Momentsഀ 0.000 inഀ Live Loadഀ kഀ Ecc. for Y-Y Axis Momentsഀ 0.000 inഀ Short Term Loadഀ kഀ Summaryഀ Column Design OKഀ Section : HSS4X4X5/16,ഀ Height = 14.50ft, Axial Loads:ഀ DL = 42.00, LL = 0.00, ST = 0.00k,ഀ Ecc. = 0.000inഀ Unbraced Lengths: X-X =ഀ 0.00ft, Y-Y = 14.50ftഀ Combined Stress Ratiosഀ Deadഀ Live DL + LLഀ DL + ST + (LL if Chosen)ഀ AISC Formula H1 - 1ഀ 0.9316ഀ 0.9316ഀ 0.9316ഀ AISC Formula H1 - 2ഀ 0.3712ഀ 0.3712ഀ 0.3712ഀ AISC Formula H1 - 3ഀ XX Axis : Fa calc'd per Eq. E2-2, K*L/r > Ccഀ YY Axis: Fa calc'd per Ep E2-2 K*L/r > Ccഀ Stressesഀ Allowable & Actual Stressesഀ Fa : Allowableഀ fa : Actualഀ Deadഀ 11.00 ksiഀ 10.24 ksiഀ Live DL + LL DL + Shortഀ 0.00 ksi 11.00 ksi 11.00 ksiഀ 0.00 ksi 10.24 ksi 10.24 ksiഀ Fb:xx : Allow [F3.1]ഀ 30.36 ksi 0.00 ksiഀ 30.36 ksiഀ 30.36 ksiഀ fb : xx Actualഀ 0.00 ksi 0.00 ksiഀ 0.00 ksiഀ 0.00 ksiഀ Fb:yy : Allow [F3.11ഀ 30.36 ksi 0.00 ksiഀ 30.36 ksiഀ 30.36 ksiഀ fb : yy Actualഀ 0.00 ksi 0.00 ksiഀ 0.00 ksiഀ 0.00 ksiഀ ~naiysis Valuesഀ F'ex : DL+LLഀ 0 psiഀ Cm:x DL+LLഀ 0.60ഀ Cb:k DL+LLഀ 1.00ഀ F'ey : DL+LLഀ 10,996 psiഀ Cm:y DL+LLഀ 0.60ഀ Cb:y DL+LLഀ 1.00ഀ F'ex : DL+LL+STഀ 0 psiഀ Cm:x DL+LL+STഀ 0.60ഀ Cb:x DL+LL+STഀ 1.00ഀ F'ey : DL+LL+STഀ 10,996 psiഀ Cm:y DL+LL+STഀ 0.60ഀ Cb:y DL+LL+STഀ 1.00ഀ Max X-X Axis Deflectionഀ 0.000 inഀ at 0.000 ft Max Y-Y Axisഀ Deflectionഀ 0.000 in atഀ 0.000 ftഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Job # I I j6ഀ Date: 1:04PM, 11 JAN 06ഀ Rev: 580008 Page 2ഀ User: KW-0606238, Ver5.8.0, 1-Dec-2003 Steel Columnഀ (c)1983.2003 ENERCALC Engineering Software calculations.ecw:Calculationsഀ Description TRUSS COLUMNഀ Section Propertiesഀ HSS4X4X5/16ഀ ഀ Depthഀ 4.000 inഀ iഀ Weightഀ 13.93 #/ftഀ Values for LRFDഀ Design....ഀ Web Thickഀ 0.291 inഀ Ixxഀ 9.140 in4ഀ Jഀ 15.300 in4ഀ Widthഀ 4.000 inഀ lyyഀ 9.140 in4ഀ CWഀ 7.91 in6ഀ Flange Thickഀ 0.291 inഀ Sxxഀ 4.570 in3ഀ Zxഀ 5.590 in3ഀ Areaഀ 4.10 in2ഀ Syyഀ 4.570 in3ഀ Zyഀ 5.590 in3ഀ Rtഀ 0.000 inഀ Rxxഀ 1.490 inഀ 0.000ഀ Ryyഀ 1.490 inഀ Section Type = Hഀ SS-Squareഀ Title :ഀ Dsgnr:ഀ Descriptionഀ Scope :ഀ Timber Column Designഀ User: KW-0606238, Ver 5.8.0, 1-Dec-2003ഀ (c)1983-2003 ENERCALC Engineering Softwareഀ - :,3ഀ Description TRUSS COLUMNഀ I -:vഀ Job# ,ഀ Date: 1:11 PM, 11 JAN 06ഀ Page 1ഀ calculations.ecw: Calcu lationsഀ General Informationഀ Wood Sectionഀ Rectangular Columnഀ Column Depthഀ Widthഀ Sawnഀ ide Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user oetlneoഀ 8X8 Total Column height 13.00 ftഀ Load Duration Factor 1.00ഀ (along y-y axis) 7.50 in Fc 1,150.00 psiഀ (along x-x axis) 7.50 in Fb 1,500.00 psiഀ E - Elastic Modulus 1,600 ksiഀ Douglas Fir - Larch, Select structuഀ Unbraced length for "y-y" axis sideways deflection 13.00 ftഀ Unbraced length for "x-x" axis sideways deflection 13.00 ftഀ Lu XX for Bending 0.00 ftഀ Loadsഀ Dead Load Live Load Short Term Loadഀ Axial Load 42,000.00lbs 0.00 Ibs 0.00 Ibsഀ Eccentricity 0.000inഀ Summaryഀ Using : 8x8, Width= 7.50in, Depth= 7.50in, Total Column Ht= 13.00ftഀ DL+LL DL+LL+STഀ fc : Compression 746.67 psi 746.67 psiഀ Fc : Allowable 780.22 psi 780.22 psiഀ fbx : Flexural 0.00 psi 0.00 psiഀ F'bx : Allowable 1,500.00 psi 1,500.00 psiഀ Interaction Value 0.9570 0.9570ഀ Column OKഀ DL + STഀ 746.67 psiഀ 780.22 psiഀ 0.00 psiഀ 1,500.00 psiഀ 0.9570ഀ Stress Detailsഀ Fc : X-Xഀ 780.22 psiഀ For Bending Stress Calcs...ഀ Fc : Y-Yഀ 780.22 psiഀ Max k*Lu / dഀ 50.00ഀ F'c : Allowableഀ 780.22 psiഀ Le : Bendingഀ 0.00 ftഀ F'c:Allow * Load Dur Factorഀ 780.22 .psiഀ (Lu-xx * NDS Table 3.3.3 factor)ഀ F'bxഀ 1,500.00 psiഀ Rb : (Led/ bA2) A.5ഀ 1.000ഀ F'bx * Load Duration Factorഀ 1,500.00 psiഀ Min. Allow k*Lu / dഀ 11.00ഀ Cf:Bendingഀ 1.000ഀ For Axial Stress Calcs...ഀ Cf : Axialഀ 1.000ഀ Axial X-X k Lu / dഀ 20.80ഀ Axial Y-Y k Lu / dഀ 20.80ഀ LATERAL ANALYSIS (LI-LIO)ഀ 2002 Lat/Lon Lookup Output!ഀ Page 1 of 1ഀ IV, A 'J Eഀ Dno re---ഀ LOCATION 39.63902 Lat. -106.37282 Long.ഀ The interpolated Probabilistic ground motion values, in og,ഀ at the requested point are:ഀ 10.PE in 50 yr 2%PE in 50 yrഀ PGA 4.90 15.08ഀ 0.2 sec SA 10.47 28.41ഀ 1.0 sec SA 2.60 6.79ഀ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -ഀ PROJECT INFO: Home Pateഀ SEISMIC HAZARD: Hazard by Lat/Lon, 2002ഀ Microsoft TerraServer Image Informationഀ 39Nഀ 26.ഀ 39.64ഀ 4,388,80ഀ aഀ Y~ Sഀ USAഀ Hഀ Search TerraServerഀ Street t~ V The National Map 2 krn W of Vail, Colorado, United States 10/12/1999ഀ - Sizeഀ Vail OUTഀ State -ഀ coഀ aഀ e :381,800.0ഀ 39N oSഀ 39.64263;ഀ 4,389,000.0:ഀ Longitude Latitude z,ഀ -106.37400 39.64085 INഀ lGolഀ ~~v21`1~7FC'2ഀ 4i 0 "S 7 'fie"' iഀ INF~o'dstatherഀ 39N 3Eഀ 20.48ഀ 39.6390ഀ 4, 388, 600.1ഀ 1.ഀ Image courtesy of the U.S. Geological Surveyഀ Page 1 of 2ഀ 6.37515ഀ ,000.0ഀ - tnt~ ,-5,7aഀ Image Information:ഀ Projection: North American Datum 1983 / UTM Zone 13Nഀ Provider: U.S. Geological Surveyഀ Resolution: 1.000 meters per pixelഀ Size: 600 pixels wide by 400 pixels highഀ Type: Digital Ortho-Quadrangles (digitized and othro-rectified aerialഀ photographs)ഀ http://www.terraserver.niierosoft.com/Imagreഀ 106W 22'39.18" 1106W 22'30.79"ഀ !-106.37755 ?-106.37522ഀ kഀ eഀ JOB S I GL ae Vr->ഀ SHEET NO. 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