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HomeMy WebLinkAbout5 CURRENTS - CALCS1 ' 4" to 6'-0" HIGH T SHAPE RETAINING WALL W/ 2:1 UPSLOPE STRUCTURAL CALCULATIONS • DETAIL 820 T SHAPE 1'-4" TO 6'-0" HIGH 2:1 UPSLOPE For Use Only Cab: Baniassad Residence. 5 Currents Newport Beach, CA DESIGN BASED ON CBC 2007 EDITION AND IBC 2006 EDITION FOUNDATION PRESSURE: 1500psf PASSIVE PRESSURE: 200pcf ACTIVE PRESSURE — EXPANSIVE SOIL 2:1 UPSLOPE: 60pcf FRICTION: 0.30 CONCRETE: f,,' = 2500psi MASONRY: fn,' = 1500psi REINFORCING: fy = 40000psi (Grade 40) (or as noted) W:\Details\Release\Calcs 2007\820 [v1.1],pdf 01/09/2008 11:31:31 AM © Pool Englneering, Inc. 2008, Page 1 of 17 W,t Poo l 1201d N. Tustin AvenUe ', , T � *ille "820 1'4" T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 ' ,lob,# 820 1'4" Dsgnr: TILL Date: JAN 4,2008 engineering Description.... Fax: (714) 630-6114 2:1 UPSLOPE 60PCF, 1000PSF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Criteria Soil Data ---- Retained Height = 1.33 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 125.00 pcf Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 Vertical component of active Soil height to Ignore lateral soil pressure options: for passive pressure - - 0.00 in NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary 1 Wall Stability Ratios Overturning = 2.21 OK Sliding = 1.85 OK Total Bearing Load = 298 Ibs ... resultgpt ecc. = 4A4 in Soil Pry sure @Toe = 969 psf OK Soil Pre surk@ Heel = 0 psf OK Allowable ` = 1,500 psf Soil Pressure Less. Thad Allpfn>able ACI Factored @ Tco� ` 11163 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 2.5 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 146.6 Ibs less 100% Passive Force = - 156.3 Ibs less 100% Friction Force = - 114.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03&0 1.200 1.600 1.600 1.300 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment•... Actual ft-# = Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 0.58 Total Footing Width = 1.08 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 3.00 in Key Distance from Toe = 0.08 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 P Stem Stem OK 0.00 Masonry 6.00 # 4 24.00 Edge 0.062 53.3 23.7 379.2 1.4 19.4 63.0 3.38 24.00 6.00 1,500 20,000 Yes No 25.78 1.000 5.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 2 of 17 pool 1201 N. Tustin Avenue Title 8201'4" T SHAPE 2:1 UP SLOPE Page: engineering Anaheim, CA 92807 Description.... 8201'4" Dsgnr: TILL Date: JAN 4,2008 inc. Fax: (714) 630-6114 E 60PCF, 1000PSF Phone: (714) 630-6100 This Wall In File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c)1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,163 0 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 19 ft-# Mu: Design = 38 19 ft-# Actual 1-Way Shear = 2.50 1,64 psi Allow 1-Way Shear = 75.00 75,00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 24.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 24.00 In Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 169.1 0.79 133.9 Soil Over Heel = 13.8 1.04 14.4 Toe Active Pressure = -22.5 0,33 -7.5 Sloped Soil Over Heel = 0.2 1.06 0.2 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weights) = 84.0 0.75 63.0 Earth @ Stem Transitions = Total = 146.6 O.T.M. 126.4 Footing Weight _ - 162.5 0.54 88,0 Resisting/Overturning Ratio = 2.21 Key Weight = 37.5 0.58 21.9 Vertical Loads used for Soil Pressure = 298.0 Ibs Vert. Component = 84.5 1.08 91.5 Total = 382.5 Ibs R.M,= 279.0 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: W:\Details\Release\Calcs 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 3 of 17 pool 1201 N. Tustin Avenue Title 820 2' T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 Job # 820 2' Dsgnr: TILL Date: JAN 4,2008 engineering Description.... InC. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF, 1000PSF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Criteria -� Footing Dimensions & Strengths Soil -Data Retained Height = 2.00 ft Allow Soil Bearing 1,500.0 psf Toe Width = 0.67 ft Equivalent Fluid Pressure Method Heel Width 0.92 Wall height above soil = 0.00 ft Heel Active Pressure 60.0 psf/ft Total Footing Width 1.58 Slope Behind Wall = 2,00 : 1 Toe Active Pressure = 45.0 psf/ft Footing Thickness = 12.00 In Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Key Width _ 12.00 in Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Key Depth _ 8.00 in Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2,48 OK Sliding = 1.73 OK Total Bearing Load = 573 Ibs ...resultant ecc. = 4.64 in Soil Pressure @ Toe = 944 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,132 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.2 psi OK Footing Shear @ Heel = 4.4 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 286.3 Ibs less 100% Passive Force = - 277.8 Ibs less 100% Friction Force = - 218.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0,0 Ibs OK Load Factors Building Code IBC 03 & 0 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Density, Toe 125.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Reber Size - Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ration' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Key Distance from Toe = 0.50 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 ,p Stem Stem OK 0.00 Masonry 6.00 # 4 24.00 Edge 0.211 120.0 80.0 379.2 3.3 19.4 63.0 3.38 24.00 6.00 1,500 20,000 Yes No 25.78 1.000 5.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 4 of 17 pool 1201 N. Tustin Avenue Title 820 2' T SHAPE 2:1 UP SLOPE Page: engineering Anaheim, CA 92807 Job # 820 2' Dsgnr: TILL Date: JAN 4,2008 g g 714 630-6114 Description.... Fax: InC. ( ) 2:1 UP SLOPE 60PCF, 1000PSF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration #: RP-1159016 2007010 Footing Design Results Toe Heel Factored Pressure = 1,132 0 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 128 128 ft-# Actual 1-Way Shear = 4.20 4.44 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 24.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 24.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 308.8 1.07 330.3 Soil Over Heel = 104.3 1.38 143A Toe Active Pressure = -22.5 0.33 -7.5 Sloped Soil Over Heel = 5.4 1.45 7.9 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 126.0 0.92 115.5 Earth @ Stem Transitions = Total = 286.3 O.T.M. = 322.8 Footing Weight = 237.E 0.79 188.2 Resisting/Overturning Ratio = 2.48 Key Weight = 100.0 1.00 100.0 Vertical Loads used for Soil Pressure = 573.3 Ibs Vert. Component = 154.3 1.58 244.5 Total = 727.6 Ibs R.M.= 799.4 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: W:\Details\Release\Calcs 2007\820 [vl.1].pdf 01/09/2008 11:31:31 AM © Pool Engineering, Inc. 2008, Page 6 of 17 pool 1201 N. Tustin Avenue Title 820 2'8" T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 Job # 820 2'8" Dsgnr: TILL Date: JAN 4,2008 engineering Description.... IrIC. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF, 1000PSF BEARING Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 - Criteria __ _ _ Soil -Data - _ Retained Height = 2.67 ft Allow Soil Bearing = 1,600.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 125.00 pcf Wind on Stem = 0.0 psf FootingilSoil Friction = 0.300 Vertical component of active Soil height to ignore lateral soil pressure options: for passive pressure - - 0.00 in. NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary t Wall Stability Ratios Overturning = 2,60 OK Sliding = 1.61 OK Total Bearing Load = 835 Ibs ...resultant ecc. = 5.45 in Soil Pressure @ Toe = 948 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,138 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.2 psi OK Footing Shear @ Heel = 6.9 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 447.6 Ibs less 100% Passive Force = - 400.0 Ibs less 100% Friction Force = - 321.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03&0 1.200 1.600 1.600 1.300 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# _ Moment,.... Allowable = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width - 1.00 ft Heel Width = 1.08 Total Footing Width = 2.08 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 0.83 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Top Stem Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK 0.00 Masonry 6.00 # 4 24.00 Edge 0.500 213.4 189.7 379.2 5.8 19.4 63.0 3.38 24.00 6.00 1,500 20,000 . Yes No 25.78 1.000 5.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 6 of 17 pool 1201 N. Tustin Avenue Title 820 2'8" T SHAPE 2:1 UP SLOPE Page: engineering Anaheim, CA 92807 Job Des ipti n.820 2'8" Dsgnr: TILL Date: JAN 4,2008 InC. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF, 1000PSF BEARING Phone: (714) 630-6100 This Wall In File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1169015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,138 0 psf Mu': Upward = 0 0 ft-# Mu': Downward = 0 0 ft-# Mu: Design = 304 304 ft-# Actual 1-Way Shear = 6.22 6.91 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 24.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing # 4 @ 24.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Summaa of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 470.1 1.32 620.3 Toe Active Pressure = -22.5 0.33 -7.5 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 447.6 O.T.M. = 612.8 Resisting/Overturning Ratio = 2.60 Vertical Loads used for Soil Pressure = 835.5 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 194.4 1.79 348.2 10.6 1.89 20.1 0.00 168.0 1.25 210.0 312.5 1.04 325.4 150.0 1.33 200.0 234.9 2.08 489.3 1,070.4 Ibs R.M,= 1,593.0 W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 7 of 17 pool 1201 N, Tustin Avenue Title 820 3'4" T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 Job # 820 3'4" Dsgnr: TILL Date: JAN 4,2008 engineering Description.... inc. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:lretaln pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www,retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 _ _ 2007010 Footing Dimensions & Strengths Criteria - -- -Soil ®eta _ Retained Height = 3.33 ft Allow soil Bearing = 1,500.0 psf Toe Width = = 1.25 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Width 1.25 Heel Active Pressure 60.0 psf/ft Total Footing Width 2.50 Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Key Width Key Depth 12.00 in 1 in Soil Density, Toe 125.00 pcf Key Distance from Toe 1.1 _ 25 .25 ft Wind on Stem = 0.0 psf FootingilSoil Friction = 0.300 ft = 2,500 psi Fy = 40,000 psi Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.70 OK Sliding = 1.64 OK Total Bearing Load = 1,121 Ibs ...resultant ecc. = 5.76 in Soil Pressure @ Toe = 970 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,136 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.9 psi OK Footing Shear @ Heel = 8.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 619.1 Ibs less 100% Passive Force = - 584.0 Ibs less 100% Friction Force = - 432.5 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03&0 1.200 1.600 1.600 1.300 1.000 Soil height to ignore Footing Concrete Density = 150.00 pcf for passive pressure = 0.00 in Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Reber Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Reber Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Adjacent Footing Load Adjacent Footing Load = 0,0 Ibs Footing Width = 0.00 ft Eccentricity = 0,00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 p Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 6.00 8.00 # 4 # 4 24.00 24.00 Edge Edge 0.062 0.459 53.3 333.3 23.7 370.3 379.2 806.1 1.4 5.6 19.4 19.4 63.0 84.0 3.38 5.38 24.00 24.00 24.00 6.00 1,500 1,500 20,000 20,000 Yes Yes No No 25.78 25.78 1.000 1.000 5.60 7.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 8 of 17 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 Title 820 3'4" T SHAPE 2:1 UP SLOPE Page: Job # 820 314" Dsgnr: TILL Date: JAN 4,2008 Description.... 2:1 UP SLOPE 60PCF This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,136 0 psf Mu': Upward = 0 14 ft-# Mu': Downward = 0 495 ft-# Mu: Design = 592 481 ft-# Actual 1-Way Shear = 7.95 8.67 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 24.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 24.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING ..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 641.6 1.54 989.1 Soil Over Heel = 243.0 2.21 536.7 Toe Active Pressure = -22.5 0.33 -7.5 Sloped Soil Over Heel = 10.6 2.31 24.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0,00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = 262.0 1.56 392.0 Earth @ Stem Transitions = 27.8 1.83 50.9 Total = 619.1 O.T.M. = 981.6 Footing Weight = 375.0 1.25 468.8 Resisting/Overturning Ratio = 2.70 Key Weight = 212.5 1.75 371.9 Vertical Loads used for Soil Pressure = 1,120.9 Ibs Vert. Component = 320.6 2.50 801.6 Total = 1,441.6 Ibs R.M.= 2,646.3 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: W:\Details\Release\Caics 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 9 of 17 pool 1201 N. Tustin Avenue Title 820 4' T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 Job # 820 4' Dsgnr: TILL Date: JAN 4,2008 engineering Description.... Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 ' Registration # : RP-1159015 2007010 -Criteria i - Soil -Data - - _ Footing Dimensions Strengths Retained Height = 4.00 ft Allow SoilBearing- g 1500.0 psf - ,p Toe Width 1.75 = ft Equivalent Fluid Pressure Method Heel Width _ 1.17 Wall height above soil = 0.00 ft Heel Active Pressure 60.0 psf/ft Total Footing Width _ 2.92 Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Key Width _ 2.00 in Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Key Depth _ 2 1.00 in Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.65 OK Sliding = 1.58 OK Total Bearing Load = 1,294 Ibs ...resultant ecc. = 6.58 in Soil Pressure @ Toe = 948 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,101 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.7 psi OK Footing Shear @ Heel = 10.2 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 804.4 Ibs less 100% Passive Force = - 756.3 Ibs less 100% Friction Force = - 512.1 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.300 Seismic, E 1.000 Soil Density, Toe 125,00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construct[on I T' Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-ft = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Key Distance from Toe = 1.75 ft ft = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 p Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 6.00 8.00 # 4 # 4 24.00 16.00 Edge Edge 0.211 0.680 120.0 480.0 80.0 640.0 379.2 940.8 3.3 8.2 19.4 19.4 63.0 84.0 3.38 5.38 24.00 24.00 24.00 6.00 1,500 1,500 20,000 20,000 Yes Yes No No 25.78 25.78 1.000 1.000 5.60 7.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM © Pool Engineering, Inc. 2008, Page 10 of 17 pool 1201 N. Tustin Avenue Title 820 4' T SHAPE 2:1 UP SLOPE Page; engineering Anaheim, CA 92807 Job Des#ipti n.8204' Dsgnr: TILL Date: JAN 4,2008 InC. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration #: RP-1159016 2007010 Footing Design Results Toe Heel Factored Pressure = 1,101 0 psf Mu': Upward = 0 7 ft-# Mu': Downward = 0 507 ft-# Mu: Design = 1,024 500 ft-# Actual 1-Way Shear = 9.75 10.21 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 24.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 24,00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: Not req'd, Mu < S * Fr Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance M oment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 826.9 1.75 1,447.2 Soil Over Heel = 250.2 2.67 667.2 Toe Active Pressure = -22.5 0.33 -7.5 Sloped Soil Over Heel = 7.8 2.75 21.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe Surcharge Over Toe = Stem Weights) = 294.0 2,05 602.0 Earth @ Stem Transitions = 41.7 2.33 97.2 Total = 804.4 O.T.M. = 1,439.7 Footing Weight = 437.E 1.46 638.2 Resisting/Overturning Ratio = 2.65 Key Weight = 262.5 2.25 590.6 Vertical Loads used for Soil Pressure = 1,293.7 Ibs Vert. Component = 413.2 2.92 1,205.4 Total = 1,707.0 Ibs R.M.= 3,822.1 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: W:\Detalis\Release\Calcs 2007\820 [v1.1],pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 11 of 17 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 Title 820 4'8" T SHAPE 2:1 UP SLOPE Page: Job # 820 4'8" Dsgnr: TILL Date: JAN 4,2008 Description.... 2:1 UP SLOPE 60PCF This Wall in File: w:lretain pro12007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.reta!npro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 -- Real tratio_n #_ RP-111159015 _ 2007010 - _ -- - - Soil -Data FFooting Dimensions &-Strengths Criteria - - Retained Height = 4.67 ft Allow Soil Bearing = 1,500.0 psf Toe Width - _ 2.17 ft Wall height above soil = 0.00 ft Equivalent Fluid Pressure Heel Active Pressure Method 60.0 psf/ft Heel Width Total Footing Width 1.33 3.50 Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Footing Thickness = 12.00 in Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Key Width .00 In Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Key Depth _ 26.in Soil Density, Toe 125.00 pcf Key Distance from Toe _ 2.1717 ft Wind on Stem = 0.0 psf FootingliSoil Friction = 0.300 f'c = 2,500 psi Fy = 40,000 psi Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary Wall Stability Ratios Overturning = 2.75 OK Sliding = 1.57 OK Total Bearing Load = 1,644 Ibs ...resultant ecc. = 7.22 in Soil Pressure @ Toe = 954 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,107 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.3 psi OK Footing Shear @ Heel = 13.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,057.6 Ibs less 100% Passive Force = - 1,002.8 Ibs less 100% Friction Force = - 655.2 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03 & 0 1.200 1.600 1.600 1.300 1.000 Soil height to Ignore Footing Concrete Density = 150.00 pcf for passive pressure = 0.001n Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 In Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE -IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 p Stem 2nd Stem OK Stem OK 2.00 0.00 Masonry Masonry 6.00 8.00 # 4 # 4 24.00 8.00 Edge Edge 0.500 0.434 213.4 653.4 189.7 1,016.5 379.2 2,343.3 5.8 11.5 19.4 38.7 63.0 84.0 3.38 5.38 24.00 24.00 24.00 6.00 1,500 1,500 20,000 20,000 Yes Yes No Yes 25.78 25.78 1.000 1.000 5.60 7.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 12 of 17 pool 1201 N. Tustin Avenue engineering Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 Title 820 4'8" T SHAPE 2:1 UP SLOPE Page: Job # 820 4'8" Dsgnr: TILL Date: JAN 4,2008 Description.... 2:1 UP SLOPE 60PCF This Wall In File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,107 0 psf Mu': Upward = 0 25 ft-# Mu': Downward = 0 888 ft-# Mu: Design = 1,626 863 ft-# Actual 1-Way Shear = 12.29 13.79 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 4 @ 24.00 in Heel Reinforcing = # 4 @ 24.00 in Key Reinforcing = # 4 @ 8.00 in Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 In, #5@ 24.75 In, #6@ 35.00 in, #7@ 47.75 in, Summary of Overturning & Resisting Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,080.1 2.00 Toe Active Pressure = -22.5 0.33 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,057.6 O.T.M. Resisting/Overturning Ratio = 2.75 2,160.2 Sol] Over Heel = 388.7 -7.5 Sloped Soil Over Heel = 13.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 2,152.7 Vertical Loads used for Soil Pressure = 1,644.2 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 336.0 55.6 525.0 325.0 539.7 2,183.9 3.17 1,231.0 3.28 45.5 0.00 2.46 826.2 2.75 152.8 1.75 918.8 2.67 866.8 3.50 1,889.1 Ibs R.M.= 5,930.1 W;\Details\Release\Calcs 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 13 of 17 pool 1201 N. Tustin Avenue Title 820 5'4" T SHAPE 2:1 UP SLOPE Page: Anaheim, CA 92807 Job # 820 5'4" Dsgnr: TILL Date: JAN 4,2008 engineering Description.... Inc. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:\retain prok2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 ' Registration # : RP-1159015 2007010 -- Criteria = -- Soil Data Retained Height = 5.33 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Heel Active Pressure 60.0 psf/ft Slope Behind Wall = 2.00 : 1 Toe Active Pressure = 45.0 psf/ft Height of Soil over Toe = 0.00 in Passive Pressure = 200.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 125.00 pcf Wind on Stem = 0.0 psf FootingIlSoil Friction = 0.300 Vertical component of active Soil height to ignore lateral soil pressure options: for passive pressure - - 0.00 in NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary 1 Wall Stability Ratios Overturning = 2.75 OK Sliding = 1.58 OK Total Bearing Load = 1,860 Ibs ...resultant ecc. = 7.71 in Soil Pressure @ Toe = 974 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,064 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.1 psi OK Footing Shear @ Heel = 13.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,244.8 Ibs less 100% Passive Force = - 1,225.0 Ibs less 100% Friction Force = - 748.0 ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03&0 1.200 1.600 1.600 1.300 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Reber Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Reber Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width - = 2.50 ft Heel Width = 1.33 Total Footing Width = 3.83 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 30.00 in Key Distance from Toe = 2.50 ft f'c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0,0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK 4.00 2.00 0.00 Masonry Masonry Masonry 6.00 8.00 12.00 # 4 # 4 # 4 24.00 16.00 16.00 Edge Edge Edge 0.062 0.394 0.711 53.3 333.3 853.2 23.7 370.3 1,516.8 379.2 940.8 2,134.1 1.4 5.7 8.3 19.4 19.4 19.4 63.0 84.0 133.0 3.38 5.38 9.25 24.00 24.00 24.00 24.00 24.00 6.00 1,500 1,500 1,500 20,000 20,000 20,000 Yes Yes Yes No No No 25.78 25.78 25.78 1.000 1.000 1.000 5.60 7.60 11.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM 0 Pool Engineering, Inc. 2008, Page 14 of 17 pool engineering inc. 1201 N. Tustin Avenue Anaheim, CA 92807 Fax: (714) 630-6114 Phone: (714) 630-6100 Title 820 5'4" T SHAPE 2:1 UP SLOPE Page: Job # 820 5'4" Dsgnr: TILL Date: JAN 4,2008 Description.... 2:1 UP SLOPE 60PCF This Wall in File: w:\retal pro\2007 cbc\standard 2007.rp5 .retain vro zuui , o-uea zuut, tc) Many-zuut www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,064 0 psf Mu': Upward = 3,057 9 ft-# Mu': Downward = 681 505 ft-# Mu: Design = 2,376 496 ft-# Actual 1-Way Shear = 13.13 13,03 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 16.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 16.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = # 4 @ 16.00 in Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... ...,.RESISTING...., Force Distance M oment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,267.3 2.17 2,745.6 Toe Active Pressure = -22.5 0.33 -7.5 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,244.8 O.T.M. = 2,738.1 Resisting/Overturning Ratio = 2.75 Vertical Loads used for Sol] Pressure = 1,860.0 Ibs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = Total = 222.0 3.67 813.9 3.5 3.72 12.9 0.00 518.0 2.91 1,504.9 166.6 3.29 548.5 575.0 1.92 1,101.9 375.0 3.00 1,125.0 633.3 3.83 2,427.5 2,493.3 Ibs R.M.= 7,534.7 W:\Details\Release\Calcs 2007\820 [v1.1].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 15 of 17 pool 1201 N. Tustin Avenue Title 820 6' T SHAPE 2:1 UP SLOPE Page; Anaheim, CA 92807 Job # 820 6' Dsgnr: TILL Date: JAN 4,2008 engineering Description.... inc. Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:\retain pro\2007 cbc\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: IBC 03 & 06 Registration # : RP-1159015 2007010 Criteria -- Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: NOT USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in *Design Summary 1 Wall Stability Ratios Overturning = 3.01 OK Sliding = 1.57 OK Total Bearing Load = 2,486 Ibs ...resultant ecc. = 7.53 in Soil Pressure @ Toe = 962 psf OK Soil Pressure @ Heel = 103 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,058 psf ACI Factored @ Heel = 113 psf Footing Shear @ Toe = 16.7 psi OK Footing Shear @ Heel = 19.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,609.2 Ibs less 100% Passive Force = - 1,534.0 Ibs less 100% Friction Force = - 990.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 03&0 1.200 1.600 1.600 1.300 1.000 $oll-Data- Allow Soil Bearing- = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 200.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 125.00 pcf FootingliSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Stem Construction r Design Height Above Ftg ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Reber Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-# = Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf = Reber Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data fm psi = Fs psi = Solid Grouting = Use Full Stresses = _ Modular Ration' _ Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data fc psi = Fy psi = Footing Dimensions & Strengths Toe Width -'_ = 2.92 ft Heel Width = 1.75 Total Footing Width = 4.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 35.00 in Key Distance from Toe = 2.92 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load -` Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Top Stem 2nd 3rd Stem OK Stem OK Stem OK 4.00 2.00 0.00 Masonry Masonry Masonry 6.00 8.00 12.00 # 4 # 4 # 4 24.00 16.00 8.00 Edge Edge Edge 0.211 0.680 0.734 120.0 480.0 1,080.0 80.0 640.0 2,160.0 379.2 940.8 2,943.7 3.3 8.2 10.8 19.4 19.4 19.4 63.0 84.0 133.0 3.38 5.38 9.25 24.00 24.00 24.00 24.00 24.00 6.00 1,500 1,500 1,500 20,000 20,000 20,000 Yes Yes Yes No No No 25.78 25.78 25.78 1.000 1.000 1.000 5.60 7.60 11.60 Normal Weight ASD W:\Details\Release\Calcs 2007\820 [v1.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 16 of 17 pool 1201 N. Tustin Avenue Title 820 6' T SHAPE 2:1 UP SLOPE Page: engineering Anaheim, CA 92807 Description....Job8206' Dsgnr: TILL Date: JAN 4,2008 Fax: (714) 630-6114 2:1 UP SLOPE 60PCF Phone: (714) 630-6100 This Wall in File: w:\retain prok2007 clac\standard 2007.rp5 Retain Pro 2007, 5-Dec-2007, (c) 1989-2007 www.retalnpro.com/support for latest release Cantilevered Retaining Wall Design code: IBC 03 & 06 Registration # : RP-1169015 2007010 Footing Design Results Toe Heel Factored Pressure = 1,058 113 psf Mu': Upward = 4,234 90 ft-# Mu': Downward = 903 1,529 ft-# Mu: Design = 3,331 1,439 ft-# Actual 1-Way Shear = 16.67 19.66 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 8.00 in Toe: #4@ 13.75 in, #5@ 21.25 in, #6@ 30.25 in, #7@ 41,00 in, #8@ 48.25 in, #9@ 4 Heel Reinforcing = # 4 @ 16.00 in Heel: Not req'd, Mu < S " Fr Key Reinforcing = # 4 @ 16.00 in Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 1,631.7 2.46 4,011.3 Soil Over Heel = 562.5 4.29 2,414.3 Toe Active Pressure = -22.5 0.33 -7.5 Sloped Sol] Over Heel = 17.6 4.42 77.6 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weights) = 560.0 3.31 1,854.0 Earth @ Stem Transitions = 208.3 3.70 770.9 Total = 1,609.2 O.T.M. = 4,003.8 Footing Weight = 2.42 1,633.E Resistin /Overturnin Ratio = 3.01 9 9 Key Weight y g _ 437.1 437.5 3.42 1,494.9 Vertical Loads used for Soil Pressure = 2,486.0 Ibs Vert. Component = 815.4 4.67 3,805.6 Total = 3,301.4 ibs R.M.= 12,051.0 Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: W:\Details\Release\Calcs 2007\820 [vl.l].pdf 01/09/2008 11:31:31 AM @ Pool Engineering, Inc. 2008, Page 17 of 17 9 - pool 1201 N. Tustm Avenue en glneerjng Anaheim, CA 92607 inc. Fax: (714) 630-6 / l4 Phone: (7 / 4) 630-6 / 00 5 TRUCTURAL CALCULATIONS Ron Lacher, R, C.f. FOR Retainng W.711 AT The Bania55ad Residence 5 Currents Newport Coast, CA FOR Fred 0an1a55ad 5 Currents Newport Coast, CA DESIGN BASED ON CDC 2007 EDITION GLOBAL GEO-ENGINEERING REPORT ACTI Vf 1'RE55JRE• 60 pcf (2: / Up51ope) 5E15M1C EARTH PRESSURE: 25 pcf (INVERTED) FOUNDA TION PRE55URE: 1, 500p5f PASSIVE PRE55URf:• 200pcf FRICTION: 0.30 CONCRETE DESIGN f'c = 2, 500p51 (CONS TRUCT @ 4, 500p5l) MA5ONRY DE516N f m = 1, 500p51 REINFORCING fy = 40, OOOpq/ (Grade 40 or a5 noted) \1Peanasv2\Pool\Projects\200810658-08 Retaining Wall\08-0658 Final Calc.pdf 09/18/2008 12:27:05 PM © Pool Engineering, Inc. 2008, Page 1 of 3 pool Pool Engineering, Inc. Title Banlassad Page: 1201 N. Tustin Ave Job # : 08.0658 Dsgnr: TILL Date: SEP 16,2008 engCneering Anaheim, CA 92807 Description.... Inc. Ph: (714) 630.6100 2:1 UP SLOPE 60PCF, 25 PCF SEISMIC, INVERTED Fx: (714) 630-6114 This Wall in File: W:\Retain Pro\Projects 2008.rp5 Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retainpro.com/support for latest release Cantilevered Retaining Wall Design Code: CBC 2007 Registration # : RP-1159015 2007013 Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Wind on Stem = 0.0 psf Vertical component of active lateral soil pressure options: USED for Soil Pressure. USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Design Kh = 0.080 g Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 60.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 267.0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 125.00 pcf FootingIlSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Kae for seismic earth pressure = 0.711 Ka for static earth pressure = 0,450 Using Mononobe-Okabe / Seed -Whitman procedure Difference: Kae - Ka = 0.260 *Design Summary _Stem Construction Wall Stability Ratios Design Height Above Ftg ft = Overturning = 1.95 Wall Material Above "Ht" - Sliding = 1.39 OK Thickness = Total Bearing Load = 3,551 Ibs ...resultant ecc. = 6.27 in Soil Pressure @ Toe = 1,272 psf OK Soil Pressure @ Heel = 250 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 979 psf ACI Factored @ Heel = 192 psf Footing Shear @ Toe = 15.8 psi OK Footing Shear @ Heel = 23.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,237.5 Ibs less 100% Passive Force = - 2,047.9 Ibs less 100% Friction Force = - 1,066.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1,5 : 1 Stability = 243.0 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.300 1.000 Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-#= Moment..... Allowable ft-#= Shear..... Actual psi = Shear..... Allowable psi = Wall Weight psf= Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG In Masonry Data f m psi = Fs psi = Solid Grouting = Use Full Stresses = Modular Ration' _ Short Term Factor - Equiv. Solid Thick, in = Masonry Block Type = Masonry Design Method = Concrete Data -- PC psi = Fy psi = Footing Dimensions & Strengths Toe Width = 2.92 ft Heel Width = 1.75 Total Footing Width = 4.67 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 35.00 in Key Distance from Toe = 2.92 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Square Footing Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Added seismic base force 628.3 Ibs p Stem 2nd 3rd Stem OK Stem OK Stem OK 4.00 2.00 0.00 Masonry Masonry Masonry 6.00 8.00 12.00 # 4 # 4 # 4 24.00 16.00 8.00 Edge Edge Edge 0.269 0.866 0.934 166.2 664.8 1,495.8 135.4 1,083.6 3,657.0 504.3 1,251.3 3,915.1 4.1 10.2 13.5 25.8 25.8 25.8 63.0 84.0 133.0 3.38 5.38 9.25 24.00 36.00 36.00 24.00 36.00 6.00 1,500 1,500 1,500 20,000 20,000 20,000 Yes Yes Yes No No No 25.78 25.78 25.78 1.330 1.330 1.330 5.60 7.60 11.60 Normal Weight ASD \\Peanasv2\Pool\Projects\2008\0658-08 Retaining Wall\08-0658 Final Calapdf 09/18/2008 12:27:05 PM © Pool Engineering, Inc. 2008, Page 2 of 3 pool Pool Engineering, Inc. Title Baniassad Page: 1201 N. Tustin Ave Job # : 08.0658 Dsgnr: TILL Date: SEP 16,2008 engineering Anaheim, CA 92807 Description.... Inc. Ph: (714) 630-6100 2:1 UP SLOPE 60PCF, 25 PCF SEISMIC, INVERTED Fx: (714) 630-6114 This Wall in File: W:\Retain Pro\Projects 2008.rp5 Retain Pro 2007, 16-Apr-2008, (c) 1989-2008 www.retalnpro.com/supportforlatestrelease Cantilevered Retaining Wall Design Code: CBC 2007 Registration#:RP-1169015 2007013 Footing Design Results Toe Heel Factored Pressure = 979 192 psf Mu': Upward = 4,017 124 ft-# Mu': Downward = 903 1,828 ft-# Mu: Design = 3,114 1,704 ft-# Actual 1-Way Shear = 15.82 22.97 psi Allow 1-Way Shear = 75.00 75.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 8.00 in Toe: #4@ 14.75 in, #5@ 22.75 in, #6@ 32.25 in, #7@ 44.00 in, #8@ 48.25 in, #9@ 4 Heel Reinforcing = # 4 @ 16.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = # 4 @ 16.00 in Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35.00 in, #7@ 47.75 in, Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,631.7 2.46 4,011.3 -22.5 0.33 -7.5 628.3 4.43 2,780.1 Total = 2,237.5 O.T.M. = 6,783.9 Resisting/Overturning Ratio = 1.95 Vertical Loads used for Soil Pressure = 3,550.9 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe _ Surcharge Over Toe Stem Weight(s) _ Earth @ Stem Transitions Footing Weight _ Key Weight Vert. Component = Total = 562.5 4.29 2,414.3 17.6 4.42 77.6 0.00 560.0 3.31 1,854.0 208.3 3.70 770.9 700.1 2.33 1,633.6 437.5 3.42 1,494.9 1,064.9 4.67 4,970.0 3,550.9 Ibs R.M.= 13,215.3 \\Peanasv2\Pool\Projects\2008\0658-08 Retaining Wall\08-0658 Final Calc.pdf 09/18/2008 12:27:05 PM @ Pool Engineering, Inc. 2008, Page 3 of 3 4), A QX ENGINEERING INC. 1300 Bristol Street, Suite loo Newport Beach, CA 92660 (949) 2617740 Structural Calculations for JAFARI RESIDENCE LOT8A 5 AVALON VISTA PELICAN CREST 2 NEWPORT COAST, CA January 21, 2006 AQX 2005 -151 U-) 0 I I' 31'ob Prepared for ALPHA DESIGN GROUP ALLOW. UNIFORM LOAD FOR BEAMS (Y.F.#2 for�x and D.F.#1 for 6X and 8X)` (PER UBC-97 CHECKED Fb, Fv, AND DEFL. OF U240) 4X6 _ 688 4X8 947 6X12 8X10 8X12 8X14 12 11 9 28 25 22 52 48 1, 70_ 64T 59 87 80 74 14 12 11 L2_1 25 36 59 : 53 90 82 76 1� 104 i QA 2172 ;1726 i1432 '_1224 1069 948 j 852 774 709 654 606 666 513 458 411 371 336 307 2225 8n oa179 9 2605 120 aFaR i9den 140ro eenn --- - - 277 ALLOW. UNIFORM LOAD FOR BEAMS (D.F.#2 for 4x and D.F.#1 for 6X and 8X) Q' (PER UBC-97 CHECKED Fb Fv, AND DEFL. OF U240) _ 4X12 m 8X8 8X10 8X12 8X14 96 456 100 86 1 65 57 50 44 204 175 151 131 115 101 89 361 310 2T6497 33 204 179 159 514 464 477 330 290 257 667 602 5 455 418 385 1208 1114 1034 964 875 78�700 573 5 632 13 449 396 350 I An7 4 nn —Irn' T' AQX ENGINEERING 1300Bristol, Suite #260, Newport Beach, CA 92660 i Tel: (949) 264-7740 Fax: (949) 261-7760 DESIGN LOADS: i ROOF: DL= TILE 13.0 PSF PLYWD 2.5 PSF FRAM'G 4.0 PSF CEIL'G 2.5 PSF INSL. 0.5 PSF MISC. 0.5 PSF DL=23 PSF LL=20PSF TL=46 PSF FLOOR: DL= FINSH 1.5 PSF 2"GYP. CONC. 17 PSF FRAM'G 3.5 PSF CEIL'G 2.5 PSF PLYWD(3/4") 2.5 PSF MISC. 1.0 PSF DL=28 PSF LL=40 PSF Sheet: t AQX J.N.:2005-151 By:J.Z.S Date:1-19-2006 TL=68 PSF DECK: DL= FINSH 2.0 PSF 1 1/2" LT WT CONC. 12 PSF FRAM'G 4.0 PSF CEIL'G 2.5 PSF PLYWD(3/4") 2.5 PSF MISC. 1.0 PSF DL. —24- PSF LL=60 PSF TL=84 PSF SEIS.: ZONE 4, UBC SOIL PROFILE TYPE: Sd, Ca=(0.44)(Na)=(0.44)(1.0)=0.44 WIND:70MPH, EXP."C" P=17.4 PSF @15' P=18.5 PSF @20' P=19.5 PSF @25' AQX ENGINEERING 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 264-7740 Tax: (949) 261-7760 LATT ANALYSIS: 1.) SEIS: FORCE REDISTRIBUTION(NO VENEER) 2.5X0.44X1.0 ��I v" S.SX1.4' 2-STORY PORTION ROOF: 28X20.75 X(28+3 8)=36PSF 28X20.75+38X12.5 FLOOR:=66-36=30 PSF 1-STORY: PORTION ROOF:23+5=28 PSF 2.) WIND FORCE 2-STORY PORTION P=18.5 PSF 1-STORY PORTION P=17.4 PSF Sheet: 2i AQX J.N.:2005-151 By:J.Z.S Date:1-19-06 AQX ENGINEERING 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 fe-1 Sheet: AQX J.N.:2005-151 By:J.Z.S Date: 11-22-05 MAY. SfPQ 'r to 5 0 O'F L- OA� ID A 0 / t- t'?' 1-110 0 L 00 5 - 3�6 0 0 t-z ,AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Softwar Description HB-14XI Title : Dsgnr: Description Scope: Job # 4 Date: 3:59PM, 12 JAN 06 Page 1 2005-151. ecw: Calculations General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined, Section Name 4x10 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1,250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi idal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 276.00 #/ft LL @ Right 240.00 #/ft End Loc 12.000 ft Beam Design OK Span= 12.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.849 : 1 Maximum Moment 4.8 k-ft Maximum Shear * 1.5 2.5 k Allowable 5.6 k-ft Allowable 7.3 k Max. Positive Moment Max. Negative Moment 4.77 k-ft at -0.00 k-ft at 6.912 ft 12.000 ft Shear: @ Left 1.03 k Max @ Left Support 0.00 k-ft Camber: @ Right @ Left 2.06 k 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.262 in Max. M allow 5.62 Reactions... @ Right 0.000 in fb 1,146.99 psi fv 77.86 psi Left DL 0.55 k Max 1.03 k Fb 1,350.00 psi Fv 225.00 psi Right DL 1.10 k Max 2.06 k Deflections Deflection _u ­.M -0.175 in I uiai i.cau Lerc canutever... -0.326 in Deflection Dead Load Total Load ...Location 6.240 ft 6.240 ft ...Length/Deft 0.000 in 0.0 0.000 in 0.0 ...Length/Deft 824.6 441.06 Right Cantilever... Camber ( using 1.5 * D.L, DO ) ... Deflection @ Center 0.000 in ...Length/Deft 0.000 in 0.0 0.000 in @ Left 0.000 in 0.0 @ Right 0.000 in -._....... ..... 'Stress Calcs - --- Bending Analysis . Ck 30.585 Le Cf 1.200 Rb 0.000 ft 0.000 Sxx 49.911 in3 Area 32.375 in2 Cl Max Moment 0.000 Sxx Read Allowable fb @ Center @ Left Support 4.77 k-ft 0.00 k-ft 42.37 in3 1,350.00 psi @ Right Support 0.00 k-ft 0.00 in3 0.00 in3 1,350.00 psi 1,350.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.53 k 2.52 k Area Required 6.795 in2 11.203 in2 Fv: Allowable 225.00 psi 225.00 psi Bea,lrg @ Supports Max. Left Reaction 1.03 k Bearing Length Req'd 0.472 in Max. Right Reaction 2.06 k Bearing Length Req'd 0.944 in ,AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Sof Description 1-113-1& 12 Title : Dsgnr: Description Scope : General�a Job # -✓' Date: 4:14PM, 12 JAN 06 2005-151 Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined a tea" Section Name 4x12 Center Span 13.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur, Factor 1,250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 310.00 #/ft LL @ Right 270.00 #/ft End Loc 12.000 ft y. � Span= 13.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.951 ; 1 Maximum Moment 7.2 k-ft Maximum Shear * 1.5 3.1 k Allowable 7.6 k-ft Allowable 8.9 k Max. Positive Moment 7.24 k-ft at 7.668 ft Shear: @ Left 1.42 k Max. Negative Moment 0.00 k-ft at 0,000 ft @ Right 2.06 k Max @ Left Support 0.00 k-ft Camber: @ Left 0,000 in Max @ Right Support 0.00 k-ft @ Center 0.279 in Max. M allow 7.61 Reactions... @ Right 0.000 in fb 1,176.70 psi fv 78.56 psi Left DL 0,76 k Max 1.42 k Fb 1,237.50 psi Fv 225.00 psi Right DL 1.10 k Max 2.06 k Deflections Center pan... Dead Load ��. TotaLLoad Left Cantilever... Dead Load . . Total Load Deflection -0.186 in -0.347 in Deflection 0.000 in 0.000 in ...Location 6.966 ft 6.966 ft ...Length/Deft 0.0 0.0 ...Length/Dell 872.4 466.30 Right Cantilever... Camber ( using 1.5 @ Center * D.L. Defl ) ... 0.279 in Deflection 0.000 in 0.000 in @ Left 0.000 in ...Length/Defl 0.0 0.0 @ Right 0.000 in j Stress Calcs ......... ----- ..._ .._ _ ._...-- Bending Analysis Ck - 30 6 5" Cf 1.100 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 7.24 k-ft 70.20 in3 1,237.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,237.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,237.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.10 k 3.09 k Area Required 9.316 in2 13.748 in2 Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports M6x. Left Reaction 1.42 k Bearing Length Req'd 0.648 in Max. Right Reaction 2.06 k Bearing Length Req'd 0,943 in AQX ENGINEERING 13006ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Title : Dsgnr: Description Scope General Timber Beam Job # Date: 4:08PM, 12 JAN 06 2005-151 Page 1 Description HB6X10 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 15.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft . , ...Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,200.0 psi Load Dur. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Trapezoidal Loads h #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 356.00 #/ft LL @ Right 310.00 #/ft End Loc 15.500 ft Im __....._., Beam Design OK Span= 15.50ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.993 : 1 Maximum Moment 10.3 k-ft Maximum Shear * 1.5 4.4 k Allowable 10.3 k-ft Allowable 11.8 k Max. Positive Moment 10.26 k-ft at 8.928 ft Shear: @ Left 1.72 k Max. Negative Moment -0.00 k-ft at 15.500 ft @ Right 3.44 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.552 in Max. M allow 10.34 Reactions... @ Right 0.000 in fb 1,488.84 psi fv 84.90 psi Left DL 0.92 k Max 1.72 k Fb 1,500.00 psi Fv 225.00 psi Right DL 1.84 k Max 3.44 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load• Total Load Deflection -0.368 in -0.689 in Deflection 0.000 in 0.000 in ...Location 8.060 ft 8.060 ft - ...Length/Defl 0:0 0:0 ...Length/Defl 505.0 269.94 Right Cantilever... Camber (using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.552 in Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.487 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 10.26 k-ft 82.11 in3 1,500.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,500.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,500.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.56 k 4.44 k Area Required 11.391 in2 19.716 in2 Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports Max. Left Reaction 1.72 k Bearing Length Req'd 0.501 in Max. Right Reaction 3.44 k Bearing Length Req'd 1.001 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Description HB-�W2 Title : Dsgnr: Description Scope : Job # Date: 4:05PM, 12 JAN 06 Page 1 2005-151. ecw: Calculations General information Code Ref: 20 11 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x12 Center Span 17.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Fb Base Allow 1,200.0 psi Load Dur, Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fe Allow 625.0 psi E 1,600.0 ksi Trapezoidal Loads a.. #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 402.00 #/ft LL @ Right 350.00 #/ft End Loc 12.000 ft Span= 17.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Max Stress Ratio 0.953 : 1 Maximum Moment 14.4 k-ft Maximum Shear * 1.5 3.6 k Allowable 15.2 k-ft Allowable 14.2 k Max. Positive Moment 14.44 k-ft at 8.820 ft Shear: @ Left 2.45 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.06 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.540 in Max. M allow 15.15 Reactions... @ Right 0.000 in fb 1,429.06 psi fv 57.47 psi Left DL 1.31 k Max 2.45 k Fb 1,500.00 psi Fv 225.00 psi Flight DL 1.10 k Max 2.06 k r Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.360 in -0.673 in Deflection 0.000 in 0.000 in ...Location 8.680 ft 8.680 ft ...Length/Deft 0.0 0.0 ...Length/Defl 583.8 312.09 Right Cantilever,.. Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.540 in ..,Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in I tress Calcs - Bending Analysis Ck 26.487 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment xx Re 'd Allowable fb @ Center 14.44 k-ft 115.50 in3 1,500.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,500.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,500.00 psi Shear Analysis @ Left Support @ Right Support Desalgn Shear 3.64 k 3.09 k Area Required 16.156 in2 13.751 in2 Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports Max. Left Reaction 2.45 k Bearing Length Req'd 0.713 in Max. Right Reaction 2.06 k Bearing Length Req'd 0.600 in AQX ENGINEERING 1300Bristol, Suite 0260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 f op- t�v P-M Sheet: �e��_M Ur_,,e AQX J.N.:2005-150 By:J.Z.S Date:11-22-05 �p b y �10 B e) o %V 1-\Celot )L f T1\0 Oytk51 /�) 61 AQX ENGINEERING Sheet: AQX J.N.:2005-150 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 V') s A-LON 0 O'd V 0"N 0 s By:J.Z.S Date:11-22-05 2;7 0 ffy 6A OVIA-5� 6) P.6' L AS 09 t ts AQX ENGINEERING Sheet: 10 AQX J.N.:2005-150 1300Bristol, Suite 9260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 �P k By:J.Z.S Date:11-22-05 V--.) �n"� 4 �3 �' 2+ 1- � I (71) rA --� a @9 P 10 / ri � We," �0 AQX ENGINEERING Sheet: I I STRUCTURAL AQX J.N.:2005-151 1300Bristol, Suite 9260, Newport Beach, CA 92660 By:J.Z.S Tel• (949) 261-7740 Tax: (949) 261-7760 Date:1-25-06 C = Y2 d ,AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 User: KW-0606105. Ver5.8.0. 1-Dec-2003 (C)l983.2003 ENERCALC Engineering Software Description RB-1 Title : Dsgnr: Description Scope: General Timber Beam _._ Job #� Date: 7:55PM, 12 JAN 06 Page 1 2005-151. ecw: Calculations General Information Code Ref: 2001\ NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x10 Center Span 12.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, NO Fb Base Allow 1,200.0 psi Load Dur. Factor 1.250 Fv Allow 180.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 207.00 #/ft LL 180.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 12.50ft, Beam Width = 5.500in x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.731 ; 1 Maximum Moment 7.6 k-ft Maximum Shear * 1.5 3.2 k Allowable 10.3 k-ft Allowable 11.8 k Max. Positive Moment 7.56 k-ft at 6.250 ft Shear: @ Left 2.42 k Max. Negative Moment 0.00 k-ft at 12.50d ft @ Right 2.42 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.271 in Max. M allow 10.34 Reactions... @ Right 0.000 in fb 1,096.39 psi fv 61.11 psi Left DL 1.29 k Max 2.42 k Fb 1,500,00 psi Fv 225.00 psi Right DL 1.29 k Max 2.42 k Deflections Center Span... Dead Load - .� _.._� � Total Load Left Cantilever... x aexa . tt xxaxaaaw��n a Dead Load Total Load Deflection -0.181 in -0.338 in Deflection 0.000 in 0.000 in ...Location 6.250 ft 6.250 ft ...Length/Deft 0.0 0.0 ...Length/Defl 829.4 443.65 Right Cantilever... Camber ( using 1.6 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.271 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 26.487 Le 0.000 ft Sxx 82.729 in3 Area 52.250 in2 Cf 1.000 Rb 0.000 Cl 2418.749 Max Moment Sxx Read Allowable fb @ Center 7.56 k-ft 60.47 in3 1,600.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,500.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,500.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.19 k 3.19 k Area Required 14.190 in2 14.190 in2 Fv: Allowable 225.00 psi 225.00 psi Bearing @ Supports Max. Left Reaction 2.42 k Bearing Length Req'd 0.704 in Max, Right Reaction 2.42 k Bearing Length Req'd 0.704 in AQX ENGINEERING 13008ristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com - User: KW-0606105, Ver5.8.o, 1-Dec-2003 (G)1983-2003 ENERCALC Engineering Software Description RB-2 Title : Job # Dsgnr: Date: 7:55PM, 12 JAN 06 Description Scope : General Timber Beam Page 1 .a.._...._._.. -- General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Sawn Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL Center Span 19.50 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 207.00 #/ft LL 180.00 #/ft #/ft LL #/ft #/ft LL #/ft Span= 19.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.494 ; 1 Maximum Moment Allowable 18.4 k-ft Maximum Shear * 1.5 Max. Positive Moment 37.3 k-ft 18.39 k-ft at Allowable 9.750 ft Max. Negative Moment 0.00 k-ft at 0.000 ft Shear: @ Left Max @ Left Support 0.00 k-ft @ Right Max @ Right Support 0.00 k-ft Camber: @ Left Max. M allow 37.27 @ Center @ Right fb 1,788.94 psi Fb fV 82.07 psi Reactions... Left DL 2.02 3,625.00 psi Fv 362.50 psi Right DL 2 0k 2 Max Max Deflections 5.1 k 22.6 k 3.77 k 3.77 k 0.000 in 0.689 in 0.000 in 3.77 k 3.77 k %,enter bp an... Deflection Dead Load -0.460 in Total Load Left Cantilever... Dead Load Total Load ...Location 9.750 ft -0.859 in Deflection 9.750 ft Length/Deft 0.000 in 0.000 in ...Length/Deft Camber ( using 1.5 509.1 * D.L. Defl ) .. 272.34 Right Cantilever... 0.0 O.fl @ Center @ Left 0.in Deflection ...Lengeft th/D 0.00 in 0.0.0 in @ Right 0.000000 in 0.0 00 0.000 in 1 Stress Calcs Bending Analysis Ck 19.049 Cf 1,000 Le 0.000 ft Rb 0.000 Sxx 123.389 in3 Area Cl 62.344 in2 @ Center Max Moment 3773,248 Sxx Rea'd Allowable fb @ Left Support 18.39 k-ft 0.00 k-ft 60.89 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shearbnalysis @ Left Support 0.00 in3 3,625.00 psi Design Shear 1k @ Right Support Area Required Fv: Allowable 1 .15 in2 5.12 k 14.115 in2 Bearing @ Supports 3662.502.50 psi 362.50 psi Max. Left Reaction Max. Right Reaction 3.77 k Bearing Length Req'd 1.106 in 3.77 k Bearin Length 'd g g Re q 1.106 in AQX ENGINEERING 13008ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com - - Rev: User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB-3 Title : Dsgnr: Description Scope General Timber Beare Job # III-. Date: 7:55PM, 12 JAN 06 & _--Page _-1 2nnF-111 .-, roi,... General Information Code Ref: 2001 NDS, 2003 IBC 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Sawn Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Uniform Loads Center Left Cantilever Right Cantilever Center Span 10.00 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi DL 287.00 #/ft LL a 200.00 #/ft DL #/ft LL #/ft DL #/ft LL #/ft Span= 10.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Beam Design OK Max Stress Ratio 0.245 ; Maximum Moment Allowable 6.1 k-ft Maximum Shear * 1.5 3.0 k Max. Positive Moment 6.09 k-ft 24.8 k-ft Allowable at 5.000 ft 15.1 k Max. Negative Moment 0.00 k-ft at 0.000 ft Shear: Max @ Left Support 0.00 k-ft @ Right 2.43 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 24.85 @ Center 0.099 in fb 888.05 psi fv Reactions... @ Right 0.000 in Fb 3,625.00 psi p Fv 71.01 psi Left DL 1.43 k 362.50 psi Right DL Max 2.43 k Deflections 1.43 k Max 2.43 k Center Span... Deflection Dead Load Total Load Left Cantilever. .. Dead Load Total Location . 0066 in 5.000 ft -0.112 in Deflection SAQO ft 0.000 in Load 0.000 in ...Length/Defl 1,815.3 Length/Deft 1,069.79 0.0 0.0 Camber ( using 1.5 * D.L. Defi ) ... Right Cantilever,,. @ Center @ Left 0.0in Deflection ...Length/Deft 0.00 in 0.0 0 in @ Right 0.00000 in 0.0 0.0 0.000 in Stress Calcs Bending Analysis Ck 19.049 Le Cf 1.000 Rb 0.000 ft 0.000 Sxx 82.259 in3 Area Cl 41.563 in2 @ Center Max Moment 2434.999 Sxx Reg'd Allowable fb @ Left Support 6.09 k-ft 0.00 k-ft 20.15 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shear Analysis Design @ Left Support 0.00 in3 @ Right Support 3,625.00 psi Shear Area Required 2.95 k 2.95 k Fv: Atlowable 8.141 in2 362.50 psi p 8.141 in2 Bearing @ Supports 362.50 psi Max. Left Reaction Max. Right Reaction 2.43 k BearingLength Re 'd 2.43 k Bearing Length Req'd 1.070 in AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com Rev: 580001 '-- '-- User KW-0606105. Ver5.8,0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description , Title Dsgnr: Description Scope: Job # Date: 7:55PM, 12 JAN 06 Page 1 2005-151. e-Calculation s General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined F Section Name Prllm: 5.25x18.0 Beam Width Center Span 26.00 ft ...Lu 0.00 ft Beam Depth 5.250 in 18.000 in Left Cantilever ft Lu 0.00 ft Right Cantilever ft Member Type Sawn .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Load Dur. Factor 1.250 Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads -- -- -- Center Left Cantilever Right Cantilever __......_._.,�..�_. DL 368.00 #/ft LL 256.00 #/ft DL #/ft LL #/ft DL #/ft LL #/ft Span= 26.00ft, Beam Width = 5.250in x Depth = 18.1n, Ends are Pin -Pin Max Stress Ratio 0.616 ; 1 Maximum Moment 52.7 k-ft Maximum Shear * 1. Allowable 85.6 k-ft Allowable Max. Positive Moment 52.73 k-ft at 13.000 ft Max. Negative Moment 0.00 k-ft at 26.000 ft Shear: Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 85.64 fb 2,231.87 si Reactions... p fv 114.34 psi Left DL Fb 3,625.00 psi Fv 362.50 psi Right DL Deflections Camber: Beam resign OK 5 10.8 k 34.3 k @ Left 8.11 k @ Right 8.11 k @ Left 0.000 in @ Center 1.1 12in @ Right 0.000 in 4.78 k Max 8.11 k 4.78 k Max 8.11 k Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load ` ` �� Total Lcad ...Location -0.741 in 13.000 ft -1.257 in Deflection 13.000 ft ...Length/Defl 0.00000 in 0.000 in ...Length/Deft Camber ( using 1.5 420.8 * D.L. Defl ) ... 248.16 Right Cantilever... 0.0 @ Center @ Left 1.112 in Deflection •••Length/Deft 0.000 in 0.000 in @ Right 0.000 in 0.000 in 0.0 0.0 Stress Calcs Bending Analysis Ck 19.049 Cf 1.000 Le 0.000 ft Rb 0.000 Sxx 283.500 in3 Area 94.500 in2 Cl @ Center Max Moment 8111997 xx Se 'd Allowable fb @ Left Support 52.73 k-ft 0.00 k-ft 174,55 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 0.00 in3 3,625.00 psi Shear analysis Design Shear @Left Support @ Right Support 3,625.00 psi Area Required 10.81 k 29.807 in2 10.81 k in2 Fv: Allowable 362.50 psi 62.50 362.50 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 8.11 k 8.11 k BearingLength Re 'd g q 2.377 in Bearing Length Req'd 2.377 in �AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info(,acIxengineering.com ._..-..-- User: Kw-0606105, ver5.8.0, 1-Dec-2003 ( (c)1983-2003 ENEIRCALC Engineering Software Description RB-5 Title : Dsgnr: Description Scope General Timber Beam- Job # Date: 9:16PM, 12 JAN 06 16 ... -- _.Page 1 General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: Beam Width 5.25x11.875 Center Span 12.00 ft ...Lu 0.00 ft Beam Depth 5.260 in 11.875 in Left Cantilever ft Lu 0.00 ft Right Cantilever ft Member Type Sawn ...Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Load Dur, Factor 1.250 Fb Base Allow 2,900.0 psi Fv Allow Beam End Fixity Pin -Pin 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Dead Load 2,840.0 Ibs Ibs Live Load 2,470.0 Ibs Ibs ...distance 6.000 ft 0.000 ft Ibs Ibs 0.000 ft 0.000 ft Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft Beam Design O Span= 12,00ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.427 : 1 Maximum Moment Allowable 15.9 k-ft Maximum Shear * 1.5 4.0 k Max. Positive Moment 37.3 k-ft 15.93 k-ft at Allowable 6.000 ft 22.6 k Max. Negative Moment 0.00 k-ft at Shear: 0.000 ft @ Left 2.66 k Max @ Left Support 0.00 k-ft @ Right 2.66 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 37.27 @ Center 0.181 in fb 1,549.25 psi fv 63.88 Reactions... Left @ Right 0.000 in Fb 3,625.00 psi psi Fv 362.50 psi DL 1.42 k Right DL 1.42 k Max 2.66 k �r Deflections Max 2.66 k Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load ...Location 0.121 in 6.000 ft -0.225 in Deflection 6.000 ft 0.000 in Total Load 0.000 in ...Length/Deft 1,194.3 Length/Deft 638.76 0.0 0.0 Camber (using 1.5 * D.L. Defl) ... Right Cantilever... @ Center @ Left 0.18in Deflection ...Lengeft th/D 0.00 in 0.0.0 in 0.0000 in 0.0 00 - - @ Right 0.000 in L.Stress Calcs `a Bending Analysis Ck 19.049 Cf 1.000 Le 0.000 ft Rb 0.000 Sxx 123.389ln3 Area 62.344 in2 @ Center Max Moment Cl 2665.000 Sxx Read Allowable fb @ Left Support 3 15.9k-ft k-ft 52.73 in3 3,625.00 psi @ Right Support . 0.00 k-ft .in3 0.00 in3 3,625.00 psi Shear Analysis Design Shear @ Left Support @ Right Support 3,625.00 psi Area Required 3 98 k 10.986 in2 3.98 k Fv: Allowable 362.50 psi 10.986 in2 362.50 psi Bearing @Supports Max. Left Reaction Max. Right Reaction 2.66 k BearingLength Re 'd 9 q 0.778 in 2.66 k Bearing Length Req'd 0.778 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 58()001 LUser: KW.0606106, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description R13-5 General Information Section Name Prilm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Load Dur. Factor 1.250 Beam End Fixity Pin -Pin r Live Load 2,470.0 Ibs Ibs ...distance 7,250 ft 0.000 ft Title : Dsgnr: Description Scope: General 'Timber Beam Job # Date: 10:10PM, 30 JAN 06 Page 1 2005-151.ecw: Calculations Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 14.50 ft Lu 0.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft .....Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Ibs IbS s lbs "" 0.000 ft 0,000 ft 0.000 ft 0,000 ft 0.000 ft s Span= 14.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends Design OK Max Stress Ratio 0.516 1 are Pin -Pin TBeam Maximum Moment Allowable 19.2 k-ft Maximum Shear * 1.5 4.0 k Max. Positive Moment 37.3 k-ft 19.25 k-ft at Allowable 7.250 ft 22.6 k Max. Negative Moment 0.00 k-ft at Shear: 0.000 ft @Left 2.66 k Max @ Left Support 0.00 k-ft @Right 2.66 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 37.27 @ Center 0.319 in fb 1,872.01 psi fv Reactions... @ Right 0.000 in Fb 3,626.00 psi 63.88 psi Fv 362.50 psi p Left DL 1.42 k Right DL 1.42 k Max 2.66 k Deflections Max 2.66 k Center pan... .. Deflection Dead Load Total Load - Left Cantilever... Dead Load Total Loa ...Location -0.213 in 7.250 ft -0.398 in ,,.1 Deflection __-7:250-ft� th/Defl 0.000 in 0.000 in ...Length/Deft 818.0 ..Len 437.49 9 0.0 0.0 Camber( using 1.5 D.L. Deft } Right Cantilever... @ Center @ Left 0.319 in Deflection ...Length/Deft 0.000 in 0.0 in 0.000 in .0 0.0 0 .0 -- @ Right 0.000 in Stress Calcs - - - Bending Analysis - Ck 19.049 Cf Le 0.000 ft Sxx 123.389 in3 1,000 Rb 0.000 Area Cl 0.000 62.344 in2 @ Center Max Moment 5 19.2k-ft Sm Read Allowable fb @ Left Support . k-ft 63.72 Ina 0.00 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shear Analysis Design @ Left Support @ Right Support 3,625.00 psi Shear Area Required 3.98 k 3.98 k Fv: Allowable 10.986 in2 362.50 psi 10.986 in2 Bearing @ Supports 362.50 psi Max. Left Reaction Max. Right Reaction 2.66 k 2.66 k BearingLength Re ' d g q 0.778 in Bearing Length Req'd 0.778 in �AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com �� Rev: 580001 User: KW-0606105, Ver5.8.0, 1-Dec-2003 (c)1983-2003 ENERCAI C Knninaarinn Rnfli nrn Description R13-6 Title : Dsgnr: Description Scope : General •.xne _ .Timber.,., ...r Job # Date: 9:18PM, 12 JAN 06 Page 2 2005-151. e cw: C a l m 1. t i n Stress CaIcS Bending Analysis Ck 19.049 Le Cf 1.000 Rb 0.000 ft Sxx 283.500 in3 Area 94.500 in2 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 43.58 k-ft 144.25 in3 3,625.00 psi @ Left Support 0.00 k-ft 0.00 in3 3,625.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,625.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.55 k 7.55 k Area Required 20.821 in2 20.821 in2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction Query 'Values _ - MM 5.52 k Bearing Length Req'd 1.617 in 5,52 k Bearing Length Req'd 1.617 in Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 k-ft 5.52 k 0.0000 in 0.00 ft @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k-ft 0.00 k 0.0000 in 0.00 k 0.0000 in AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 ..-_ _-.. User: KW-0606105, ver 5.8.0, 1-Dec-2003 (o)1983-2003 ENERCALC Engineering Software Description RB-7 General Information Section Name Prllm: 5.25x9.5 Beam Width 5.250 in Beam Depth 9.500In Member Type Sawn Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Full Length Uniform Loads Center Left Cantilever Right Cantilever Point Loads -- Dead Load 2,9 Live Load 21600.0 Ibs .,.distance 8,500 ft Title : Dsgnr: Description Scope: General Timber Beam Job # (1 Date: 9:20PM, 12 JAN 06 I Page .1 2005-151 arw C�lr d�r�n� Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 10.00 ft .....Lu 0.00 ft Left Cantilever ft .....Lu 0.00 ft Right Cantilever ft ...Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi DL 149.00 #/ft DL #/ft DL #/ft Ibs Ibs 0,000 ft 0.000 ft _LL mm�a 130.00 #/ft LL #/ft LL #/ft Ibs 0.000 ft Ibs 0.000 ft Ibs Ibs 0.000 ft 0.000 ft Beam Design OK Span= 10.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.490 : 1 Maximum Moment 8.9 k-ft Maximum Shear * 1.5 Allowable 23.9 k-ft Allowable Max. Positive Moment Max. Negative Moment 8.89 k-ft 0.00 k-ft at 8.000 ft Shear: at 10.000 ft @ Left Max @ Left Support 0.00 k-ft @ Right Max @ Right Support 0.00 k-ft Camber: @Left Max. M allow 23.86 @ Center @ Right fb 1,351.22 psi fv R 177.46 psi LeftDL1.19 k Max Fb 3,625.00 psi p Fv 362.50 psi Right DL 3.25 k Max Deflections Center Span... Deflection Dead Load Total Load Left Cantilever... Dead Load ...Location -0.107 in 5.400 ft -0.201 in Deflection 5.400 ft 0.000 in ... Length/Deft 1,118.8 Length/Defl 595.82 0.0 Camber (using 1.5 * D.L. Defl) ... Right Cantilever... @ Center 0.161 in Deflection 0.000 in @ Left 0.000 in •••Length/Defl 0.0 @ Right 0.000 in 8.9 k 18.1 k 2.23 k 6.11 k 0.000 in 0.161 in 0.000 in 2.23 k 6.11 k 0.000 in 0.0 0.000 in 0.0 'AQX ENGINEERING Title: 1300Bristol, Suite ##260 Dsgnr: Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope: Rev: 580001 - User: KW-0606105, ver 5.8.0, 1-Dec-2003 Go oral 1"iflr�ber (c)1983-2003 ENERCALC Engineering Software Timber Beam Description R13-7 Stress Calcs denaing Analysis Ck 19.049 Le Cf 1.000 Rb 0.000 ft 0.000 xx 78.969 in3 1 0.000 Max Moment Sxx Req'd @ Center 8.89 k-ft 29.44 in3 @ Left Support 0.00 k-ft 0.00 in3 @ Right Support 0,00 k-ft 0.00 in3 Shear Analysis @ Left Support @ Right Support Design Shear 3.02 k 8.85 k Area Required 8.340 in2 24.416 1n2 Fv: Allowable 362.50 psi 362.50 psi Bearing @ Supports Max. Left Reaction 2.23 k Bearing Length Req'd Max. Right Reaction 6.11 k Bearing Length Req'd ry Values Job # 20 Date: 9:20PM, 12 JAN 06 Area 49.875 in2 Allowable fb 3,625.00 psi 3,625.00 psi 3,625.00 psi 0.653 in 1.791 in _—..--- Page 2 9nnn-iai ­1.,.r_11 ._.'--- M, V, & D @Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 k-ft 2.23 k 0.0000 in 0.00 ft @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k-ft 0.00 k 0.0000 in 0.00 k 0.0000 in 'AQX ENGINEERING 1300Bristol, Suite #260 Title: Ds nr; g Job # Newport Beach CA 92660 Date: Description 9:12PM, 24 JAN 06 E-mail: info@agxengineering.com Scope User: KW-0606105, Ver5.8.0, 1-Dec-2003�+' (c)198 122 ENERCALC Engineering Software "r�1m� aY Page 1 Description RB-8 2005-151.ecw:Calculations General information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x15' Beam Width 6.750 in Center Span 24.50ft .....Lu 0.00 ft Beam Depth 15.000 in Left Cantilever ft Lu Right Cantilever ft 0.00 ft Member Type GluLam .....Lu Douglas Fir, 24F - V4 0.00 ft Load Dur. Factor 1.250 Fb Base Allow 2,400.0 psi Fv Allow Beam End Fixity Pin -Pin 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Point Loads - --- - -- Dead Load 3,904.OIbs Live Load 3,395.0 ibs Ibs Ibs Ibs Ibs Ibs Ibs lbs Ibs Ibs distance 12.250 ft v�UYI2m�ry 0.000 ft lbs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Span= 24.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin Beam Design ®K Max Stress Ratio 0.754 ; 1 Maximum Moment Allowable 44.7 k-ft Maximum Shear * 1.5 5.5 k Max. Positive Moment 44.71 k-ft 59.3 k-ft Allowable at 12.250 ft 30.4 k Max. Negative Moment 0.00 k-ft at 0.000 ft Shear: @Left 3.65 k Max @ Left Support 0.00 k-ft @Right -3:65 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 59.28 @Center = 6.907 in fb 2,119.41 psi p fv Reactions... @ Right Fb 2,810.44 psi 54.07 psi Left DL 1.95 k Max Fv 300.00 psi Right DL 9 3.65 k DefieCtions 1.95 k Max 3.65 k Center Span... Dead Load Deflection Total Load Left Cantilever.,, p ead Load Location -0.605 in ft 148� -1.131 in Deflection 0.000 in ft Total Load 0.0.0 in ...Length/Deft 1 ...Length/Deft 259,99 0.0 59.99 0.0 Camber ( using 1.6 * D.L. DO ) ... Right Cantilever... @ Center @ Left 0.907 in Deflection 0.000 in •••Length/Deft 0.000 in @ Right 0.000 in 0.000 in 0.0 0.0 L Stress CaICS Bending Analysis Ck 65 19.8Le e L Cv 0.000 ft Sxx 253.125 in3 Area .65 0.000 101.250 in2 Cl 0.000 @ Center ax Moment 4 71 Sxx Rea'd Allowable fb @ Left Support k-ft 190.89 in3 2,810.44 psi @ Right Support . 0.00 k-ft 0.00 in3 2,810.44 psi 0.00 in3 Shear Analysis Design Shear Left Support 2,810.44 psi @ Right Support Area Required 5.°@ k 18.2 48 in2 5.47 k Fv: Allowable .4 300.00 psi 18,248 in2 Bearing @Supports 300.00 psi Max. Left Reaction 3.65 k Max. Right Reaction 3k Bearing Length Req'd 0.832 in .65 Bearing Length Req'd 0.832 in ,AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 1-Dec-2003 neering Software Description R13-9 Title : Dsgnr: Description Scope; General Timber - ea Job # '� r Date: 9:14PM, 24 JAN 06 - -- Page 1 2005-151. ecw: Ca Icu lati on s General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined -, Section Name 5.126x16 Center Span Beam Width 5.125 in Left Cantilever Beam Depth 15.000 in Right Cantilever Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow Load Dur. Factor 1.250 Fv Allow Beam End Fixity Pin -Pin Fc Allow E Live Load ...distance 2,351.0 Ibs 12,250 ft Ibs 0.000 ft Ibs 0.000 ft 24.50ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Ibs 0.000 ft Ibs 0.000 ft Ibs Ibs 0.000 ft 0.000 ft Span= 24.50ft, Beam Width = 5.125in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.732 : 1 Maximum Moment 33.9 k-ft Maximum Shear* 1.5 Allowable 46.3 k-ft Allowable Max. Positive Moment Max. Negative Moment 33.87 k-ft at 0.00 k-ft at 12.250 ft 0.000 ft Shear: @ Left Max @ Left Support Max @ Right Support 0.00 k-ft 0.00 k-ft Camber: @ Right @Left Max. M allow 46.27 @Center @ Right fb 2,114.89 psi fv 53.95 psi Reactions... Left DL 1.59 k Max Fb 2,888.92 psi Fv 300.00 psi Right DL 1.59 k Max LI Deflections Beam Design OK 4.1 k 23.1 k 2.77 k 2.77 k 0.000 in `0.9731n'� O.000it 2.77 k 2.77 k ..•• Deflection vaau Wdp -0.649 in total Load Left Cantilever... Dead Load To I Load ...Location 12.250 ft -1.128 in Deflection 12.250 ft ••Length/Deft 0.000 in 0.000 in ...Length/Deft 453.2 260.55 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) ... Right Cantilever... @ Center 0.in Deflection 0.000 in 0.0in @ Left 0.000000 in ...Length/Deft 0 0 0.0 .0 @ Right 0.000 in Stress Calcs � Bending Analysts Ck 19.865 Le ;3��, �� Cv 0.963 0.000 ft Rb 0.000 Sxx 192.188 in3 Area 76.875 in2 CI @ Center Max Moment 0.000 Sxx Read Allowable fb Left Su ort pp 33.87 k-ft 0.00 k-ft 140,69 in3 2,$88.92 psi @ Right Support 0.00 k-ft 0.00 in3 0.00 in3 2 888 92 psi Shear Analysis @ Left Support @ Right Support 2,888.92 psi Design Shear 4.15 k 4.15 k Area Required Fv: Allowable 13.825 in2 13.825 13.825 1n2 Bearin Su 9 @ Supports 300.00 psi psi p Max. Left Reaction Max. Right Reaction 2.77 k BearingLength Re ' 9 qd 0.830 in 2.77 k Bearing Length Req'd 0.830 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com F-RBv: 580001 - - ..-- User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB-10 Title : Dsgnr: Description Scope: Job #� Date: 9:21 PM, 24 JAN 06 Page 1 51.arwCalci Jafinnc LGeneral Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 3.125x12 Center Span 13.00 ft ...Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 12.0001n Right Cantilever ft ...Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads - - - Center DL 184.00 #/ft LL #/ft Left Cantilever DL 160.00 #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 13.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.207 : 1 Maximum Moment 3.9 k-ft Maximum Shear * 1.5 1.5 k Allowable 18.7 k-ft Allowable 11.3 k Max. Positive Moment Max. Negative Moment 3.89 k-ft at 0.00 k-ft at 6.500 ft 0.000 ft Shear: @ Left 1.20 k Max @ Left Support 0.00 k-ft @ Right 1.20 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 18.78 @ Center @ Right 0.219 in 0.000 in fb 621.92 psi fv 40.57 psi Reactions.,. Left DL 1.20 k Max Deflections Fb 3,000.00 psi Fv 300.00 psi Right DL 1.20 k Max 1.20 k 1.20 k - - - -r - Deflection ­Qu "vau -0.146 in i otai Lgaa Left Cantilever... -0,146 in _ Dea 'Load} TotalvLoad ...Location 6.500 ft Deflection 6.500 ft ...Length/Defl 0.000 in 0.0 0.000 in ...Length/Deft Camber ( using 1.5 * 1,068.7 D.L. Defl ) ... 1,068.68 Right Cantilever... 0 0 @ Center 0.219 in Deflection 0.000 in 0,000 in @ Left 0.000 in ...Len th/Defl g 0.0 0.0 @ Right -----.-._-----._.-------------.._.----- 0.000 in I Stress Calcs _---._-._--------------, - Bending Analysis �,���� Ck 19.865 Cv 1.000 Le 0.000 ft Rb 0.000 Sxx 75.000 in3 Area CI 37.500 in2 @ Center Max Moment 3.$9 k-ft 0.000 Sxx Reo'd Allowable fb @ Left Support 0.00 k-ft 15,55 in3 0.00 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support 3,000.00 psi Design Shear 1.52 k 1.52 k Area Required Fv: Allowable 5.071 in2 5.071 in2 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 1.20 k 1.20 k BearingLength Re Bearing Length Req'd 0.589 in ,AQX ENGINEERING 13006ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 - - User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERGALC Engineering Software Description R13-10 Title : Dsgnr: Description Scope: General Timber Beam .. Job #� Date: 9:25PM, 24 JAN 06 Page 1 2005-151.acwCa��i General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Section Name 3.125x12 Center Span Beam Width 3.125 in Left Cantilever Beam Depth 12.000 in Right Cantilever Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow Load Dur. Factor 1.250 Fv Allow Beam End Fixity Pin -Pin Fe Allow E 13.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Full Length Uniform Loads - - - - Center: DL 184.00�#/ft 71, 160.00 #/ftsr" Left Cantilever DL #/ft #/ft Right Cantilever DL #/ft #/ft S�,rrernar-rs _ mom Beam Design OIL Span= 13.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.388 : 1 Maximum Moment 7.3 k-ft Maximum Shear * 1.5 2.8 k Allowable 18.7 k-ft Allowable 11.3 k Max. Positive Moment Max. Negative Moment 7.27 k-ft at 0.00 k-ft at 6.500 ft 0.000 ft Shear: @Left 2.24 k Max @ Left Support 0.00 k-ft @ Right k Max @ Right Support 0.00 k-ft Camber: @Left 0 .000 in Max. M allow 18.75 Reactions... @Center @ Right 0.219 19 in 0,000in fb 1,162.72 psi Fb 3,000.00 psi fv 75.85 psi Fv 300.00 Left DL Right 1.20 k Max 2 24 k DefleCtiOnS psi DL 1.20 k Max 2.24 k Center Span... Deflection ..Dead Load Total Load Left Cantilever... ead Load Total Load ...Location -0.146 in 6.500 ft -0.273 in Deflection 6.500 ft Length/Deft 0.000 in 0.000 in ...Length/Deft 1,068.7 571,62 0.0 0.0 Camber (using 1.5 * D.L. Deft) ... Right Cantilever... @ Cent to Deflection 0.000 in 0.000 in @ Left 0.000 in ...g Lenth/Deft 0.0 0.0 @ Right 0.000 in Stress Calcs -------------- - Ck 19.865 Cv 1.000 Le 0.000 ft Rb 0.000 Sxx 75.000 in3 Area CI 37.500 in2 @ Center Max Moment 0.000 Sxx Read Allowable fb @ Left Support 7.27 k-ft 0.00 k-ft 29.07 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 0.00 in3 3,000.00 psi Shear analysis @ Left Support @ Right Support 3,000.00 psi Design Shear 2.84 k 2.84 k Area Required Fv: Allowable 9.481 in2 9.481 in2 300.00 psi 300.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 2.24 k 2.24 k BearingLength Re ' g qd 1.101 in Bearing Length Req'd 1.101 in `AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580001 - -- .. User: KW-0606105, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Soflwan Description R13-11 Title : Dsgnr: Description : Scope General Timber Beam Job # Date: 10:01 PM, 24 JAN 06 - ---Page 1 2005-151. ecw: Calrul»tinny General lnforrrration Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 3.125x12 Beam Width 3.125 in Center Span 13.00 ft ...Lu Left Cantilever 0.00 ft Beam Depth 12,000 in ft ... , .Lu Right Cantilever ft ...Lu 0.00 ft 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Load Dur. Factor 1.250 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Dead Loa 2,300.0 Ibs Ibs Ibs `Ibs Ibs Ibs- Ibs Live Load 2,000.0 Ibs Ibs Ibs Ibs Ibs Ibs distance 6,500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 Ibs ft O.000ft �U�nniary Beans Design FC Span= 13.00ft, Beam Width = 3.125in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0.745 ; 1 Maximum Moment 14.0 k-ft Maximum Shear * 1.5 3.2 k Allowable 18.7 k-ft Allowable 11.3 k Max. Positive Moment Max. Negative Moment 13.97 k-ft 0.00 k-ft at 6.500 ft Shear: @ Left at 0.000 ft 2.15 k Max @ Left Support 0.00 k-ft @Right 2.15 k Max @ Right Support 0.00 k-ft Camber: @ Left 0.000 in Max. M allow 18.75 @ Center @ Right 0.337 in 0.000 in fb 2,236.00 psi p � Reactions... 86.00 psi Left DL 1.15 k Max Fb 3,000.00 psi Fv 300.00 psi Right DL 1.15 k Max 2.15 k Deflections 2.15 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Deflection ...Location -0.225 in 6.500 ft -0.420 in Deflection 0.000 in Total Load 0.000 in ...Length/Deft 694.E 6.500 ft 371.55 ...Length/Defl 0.0 0.0 Camber (using 1.5 * D.L. Defl ) ... Right Cantilever... @ Center 0.337 in Deflection 0.000 in 0.000 in @ Left 0.000 in ...Len th/Defl g 0.0 0.0 @ Rigfft 0.000 in Stress Calcs Bending Analysis �� , Ck 19.865 Le Cv 1.000 Rb 0.000 ft 0.000 Sxx 75.000 in3 Area 37.500 in2 CI @ Center Max Moment 0.000 Sxx Reg'd Allowable fb @ Left Support 13.97 k-ft 0.00 k-ft 55.90 in3 3,000.00 psi @ Right Support 0.00 k-ft 0.00 in3 3,000.00 psi 0.00 in3 Shear Ana ysis @ Left Support 000.00-psi @ Right Support Design Shear 3.23 k 3.23 k Area Required 10,750 in2 10.750 in2 Fv: Allowable 300.00 psi p 300.00 psi Bearing@Supports Max. Left Reaction Max. Right Reaction 2.15 k Bearing Length Req'd 1.058 in 2.15 k Bearing 9 q Length Re 'd 1.058 in AQX ENGINEERING I I Sheet: 2 ('<', AQX J.N.:2005-151 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 151 / gltL I -z-"O- 10 C -3 es) G eo By:J.Z.S Date: 1-22-06 J%- W91"7'1 L 4ft L -- 61 t--.) r-- b-11-L Ok 0, + -?"* .4. 1 ?kz;:- I, 6's 1< AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com agxengineering.com User: KW-0606105, ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering software Description PISB-1 General Information Title : Job # Dsgnr: Date: 5:19PM, 17 JAN 06 Description Scope Stool Beam Design - ----- - - -- Page 1 2005-151. ecw: Calculations Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W8X21 Fy 36.00ksi Center Span 17.50 ft ,Pinned -Pinned sm Wt. Added to Loads Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft 'LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loads . #1 Dead Load 4.500 #2 #3 #4 #5 #6 #7 Live Load k Short Term k Location 8.750 k ft Summary Beam OK Using; W8X21 section, Span = 17.50ft, Fy = 36.Oksi Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1,000 Actual Allowable Moment 20.488 k-ft 36.036 k-ft fb : Bending Stress 13.509 ksi 23.760 ksi Max. Deflection -0.418 in fb / Fb 0.669 : 1 Length/DL DO 502.6 : 1 Shear 2.433 k 2408 k Length/(DL+LL Defl) 502.6 : 1 fv : Shear Stress 1.175 ksi 14.4.400 ksi fv / Fv 0.082 : 1 j Force & Stress Summary «-_ These columns are Dead + Live Load placed as noted -»V Maximum Max. M + DL Only LL LL+ST R Center Center LL LL+ST Ob Cants Cants 20.49 k-ft 20.49 --- Max. M - k-ft Max. M @ Left k-ft Max, M @ Right k-ft Shear @ Left 2.43 k 2.43 k-ft Shear @ Right 2.43 k 2.43 k Center Defl. -0.418 in Left Cant Defl 0.000 in -0.418 0.000 0.000 -0.418 k 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 in ...Query DO@ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 0.000 in Reaction @ Left 2.43 2.43 Reaction @ Rt 2.43 2.43 2.43 k Fa calc'd per En E2-1 K*L/ < C 2.43 k _ I Beam Passes Table B5.1, Fb Pq per E , F1-1, Fb = 0.66 Fy - Section Properties 013MMMIsP i _ W8X21 _ _- Depth 8.2801n Weight Web Thick 0.250 in Ixx Width 5.270 in lyy Flange Thick 0.400 in Sxx Area 6.16 in2 Syy Rt 1.410 in R-xx Values for LRFD Design.... R-yy J 0.280 in4 Zx Cw 152.00 in6 Zy K 20.92 #/ft 75.300 in4 9,770 in4 18.200 in3 3.710 in3 3.490 in 1.260 in 20.400 in3 5.690 in3 0.700 in AQX ENGINEERING 130OBristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: User: Description TSB-2 General Information -a Title : Dsgnr: Description Scope Steel Beam Design - Job # Date: 5:19PM, 17 JAN 06 e I mA� ..... 2005-151. ecwcalculationslc Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 .___..__ .. teal Section : W$X4$ Fy ,,.. Center Span 26.00 ft Pinned -Pinned Bm Wt. Added to Loads 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Point Loads Note! Short Term Loads Are WIND Loads., #1. Dead Load 6.820 #2 #3 #4 #5 #6 ' # 7 Live Load k Short Term k Location 13.000 k ft Beaty OK Using: W8X48 section, Span = 26.00ft, Fy = 36.Oksi Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 48,377 k-ft fb : Bending Stress 13.438 ksi 85.536 k-ft 23.760 ksi Max. Deflection -0.901 in fb / Fb 0.566 : 1 Length/DL Defl 346.3 : 1 Shear 4.033 k Length/(DL+LL Defl) 346.3 : 1 fv : Shear Stress 1.186 ksi 14.400 ksi fv / Fv 0.082 : 1 DL «--These columns are Dead +Live Load placed as noted --» Maximum Max. M + Only LL Center LL+ST Center LL Cants LL+ST Cants 48.38 k-ft 48.38 Max. M - k-ft Max, M @ Left k-ft Max. M @ Right k-ft Shear @ Left 4.03 k 4.03 k-ft Shear @ Right 4.03 k 4.03 k Center Defl. -0.901 in Left Cant Defl 0.000 in -0.901 0,000 0.000 -0.901 0.000 k 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in 0.000 0.000 in Reaction @ Left 4.03 4.03 Reaction @ Rt 4.03 4.03 4.03 k Fa calc'd per Eq. E2-1, K*Ur < Cc 4.03 k I Beam Passes Table 1351, Fb per Eq. F1_1, Fb = 0_66 Fy LSecti�� rrrfrerti-es `l 8X-4>f Web Thick 8.500 in Weight 47.89 #/ft 0.400 in Ixx 184.000 in4 Width 8.110 in lyy 60.900 in4 Flange Thick Area 0.685 in Sxx 43,200 in3 14.10 in2 Syy 15.000 in3 Rt 2.230 in R-xx 3.610 in Values for LRFD Design.... R-yy 2.080 in J 1.960 in4 Zx 49.000 in3 Cw 931.00 in6 Zy 22.900 in3 K 1.080 in ' AQX ENGINEERING 13008ristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com -- User: KW-0606105, ver5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description - SB-3 General Information Steel Section: W8X40 Center Span Left Cant. Right Cant Lu : Unbraced Length Paint Loads - Dead Load 5.910 Live Load Short Term Location 13.000 Job # Date: 5:19PM, 17 JAN 06 dd Page 1 2005-151.ecw:Calnianti-, - Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 23.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi 0.00 ft LL & ST Act Together 0.00 ft 0.00 ft Note! Short Term Loads Are WIND Loads #2 #3 #4 #5 #6 97 Using: W8X40 section, Span = 23.00ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1,000 Actual Moment 35.917 k-ft fb : Bending Stress 12.141 ksi fb / Fb 0,611 : 1 Shear 3.797 k fv : Shear Stress 1.279 ks! fv / Fv 0.089 : 1 j Force & Stress Summary DL Maximum Only Max. M + 35.92 k-ft 35.92 Max. M - Max. M @ Left Max. M @ Right Shear @ Left 3.03 k 3.03 Shear @ Right 3.80 k 3.80 Center Defl. -0.657 in -0.657 Left Cant DO 0.000 in 0.000 Right Cant Defl 0.000 in 0.000 ...Query Deft @ 0.000 ft 0.000 Reaction @ Left 3.03 3.03 Reaction @ Rt 3.80 3.80 Fa calc'd per Eq. E2-1, K*Ur < Cc I Beam_ Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Section Properties ONOMMaw W8X40 Depth 8.250 in Weight Web Thick 0.360 in Ixx Width 8.070 in lyy Flange Thick 0.5601n Sxx Area 11.70 in2 Syy Rt 2.210 in R-xx Values for LRFD Design.... R-yy J 1.120 in4 Zx Cw 726.00 in6 Zy K k k k ft Seam OK Static Load Case Governs Stress Allowable 70.290 k-ft 23.760 ksi Max. Deflection -0.657 in Length/DL Defl 420.3 : 1 42,768 k Length/(DL+LL Defl) 420.3 : 1 14.400 ksi «-- These columns are Dead + Live Load placed as noted --»� LL Center LL+ST Center LL C@ Cants LL+ST Cants k-ft k-ft k-ft k-ft k k 0.000 0.000 -0.657 0,000 0,000 0.000 in 0.000 0.000 0.000 0.000 0.000 in 0.000 in 0.000 0.000 0.000 0.000 in 3.03 k 3.80 k -39.74 #/ft 146.000 in4 49.100 in4 35.500 in3 12.200 in3 3.530 in 2.040 1n 39.800 in3 18.500 in3 0.954 in AQX ENGINEERING Title: 130OBristol, Suite #260 Dsgnr: Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope -- User: KW-0606105, Ver5.8.0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software StOel Beam Design Description General Information Steel Section : W8X21 Center Span 16.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Trapezoidal Loads Job # Date: 8:51AM, 25 JAN 06 Page 1 2005-1 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 FY 36.00 ksi Pinned -Pinned Load Duration Factor 1.25 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Note! Short Term Loads Are WIND Loads. I DL @ Left 0.207 --_._..._...._....- ..............._..v-..a m....n...arwrww.� LL @ Left 0.180 ST @Left k/ft DL @ Right 0.207 LL @ Right 0.180 ST @ Right Start 11.000 ft k/ft Point End 16.000 ft Loads #1 Notel Short Term Loads Are WIND Loads. l Dead Load 1.840 #2 #3Y #4 # 5 us -��� # 6 # 7 Live Load 1.630 k Short Term k Location 11.000 k ft Beam OK Using: W8K21 section, Span = 16.00ft, Fy = 36.Oksi Static Load Case Governs Stress End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.250 Actual Allowable Moment 15.812 k-ft 36.036 k-ft fb : Bending Stress 10.426 ksi 23.760 ksi Max. Deflection -0.265 in fb / Fb 0.439 : 1 Length/DL Deft 1,300.7 : 1 Shear 4.186 k 29 808 k Length/(DL+LL Defl) 723.2 : 1 fv : Shear Stress 2.022 ksi 14.400 ksi fv / Fv 0.140 : 1 Force & Stress Summary �� �2 «__These columns are Dead + Live Load placed as noted Maximum Max. M + 15.81 k-ft DL Only LL LL+ST Center Center -» LL LL+ST an Ca s _ Cants Cants Max. M 8.67 15.81 k-ft Max. M @ Left -0.00 -0.00 k-ft Max. M @ Right k-ft Shear @ Left 1.55 k 0.90 1.55 k-ft Shear @ Right 4.19 k 2.31 4.19 k Center Deft. -0.265 in Left Cant Defl 0.000 in -0.148 0.000 -0.265 -0.265 k 0.000 0.000 in Right Cant Deft 0.000 in 0,000 0.000 0.000 0.000 0.000 0,000 0.000 in ...Query Deft @ 0,000 ft 0.000 0.000 0. 000 0.000 in 0.000 0.000 0.000 in Reaction @ Left 1.55 Reaction @ Rt 4.19 0.90 1.55 1.55 Fa caldd per Eq. E2-1, K*Ur < Cc 2.31 4.19 4.19 k k I Beam Passes Table B5.1, Fb per Eq, F1-1, Fb = 0.66 Fy -"V'x fNli11NL+ER[NG 1300Bristol, Suite 42609 Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 STRUCTURAL VAN )P&!�f va A Sheet: 3.1 AQX J.N.:2005-151 By:J.Z.S Date:1-25-06 �/-V) (' 1 01-l) 1- (9 0 A 1 + (7>(" g4bo /jjj 70 Z\31 .2 Ic -O - l,z AQX ENGINEERING STRUCTURAL 1300Bristol, Suite M260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 / KI KI -f 6-*A (e+ 0) -3,W 31 Ooz w4A48� Sheet. AQX J.N.:2005-151 By:J.Z.S Date: 1 -25-06 = 15 \3 I G-4 OW A-- POOH - ( UO 4 t 4-0 X AQX ENGINEERING I sheet: 3 STRUCTURAL AQX J.N.:2005-151 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 U By:J.Z.S Date: 1-25-06 1 4 Ij 6q"s- _7 ezlopb— /f, el A f vo i rAQX ENGINEERING Title. Job # 1300Bristol, Suite #260 Dsgnr: Date: 9:13AM, 25 JAN 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope : - _ ---- Rev: 580002 User: KW-0606105, Ver 5.8.0, 1-Dec-2003 Steel Beam Design Page 1 (c)1983.2003 ENERCAI.0 Engineering Software 2005-151.ecw:Calculetions '+' •tea - tB��YY .. -...� - 3;�,:?� -v Description FBA General Information Code Ref: AISC 9th ASD, 1997 UBC 2003 IBC, 2003 NFPA 5000 ' Steel Section : W10X68 Fy ' 6.00ks ' Pinned -Pinned Load Duration Factor 1.00 Center Span 22.50 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Dlstrlbuted Loads Note! Short Term Loads Are WIND Loads.. #1 #2 #3 #4 #5 #6 #7 DL 0.750 k/ft LL 0.960 k/ft ST k/ft Start Location ft End Location 22.500 ft Folnt Loads Note! Short Term Loads Are WIND Loads. ' *1� IF 94 #5 #6 #7 Dead Load 1.400 k Live Load 0,520 k Short Term k Location 18.000 ft Using: W1 OX68 section, Span = 22.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 116.870 k-ft 149.886 k-ft fb : Bending Stress 18.526 ksi 23.760 ksi fb / Fb 0.780 : 1 Shear 21.538 k 70.387 k fv : Shear Stress 4.406 ksi 14.400 ksi fv / Fv 0.306 : 1 Beare OK Static Load Case Governs Stress Max. Deflection -0.936 in Length/DL Defl 611.7 : 1 Length/(DL+LL Defl) 288.3 : 1 Force & Stress Summary_- <- These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Center enter 0, Cans 0 Cants Max. M + 116.87 k-ft 54.96 116.87 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 20.39 k -9,.4_6-- 20.39 k Shear @ Right 21.54 k 10.32 21.54 k Center Defl. -0.936 in -0.441 -0.936 -0.936 0.000 0.000 in Left Cant Defl 0.000 in 0,000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 In 0.000 0.000 0.000 0.000 0,000 in ...Query DO @ 0.000 ft 0.000 0,000 0.000 0.000 0.000 in Reaction @ Left 20.39 9.48 20.39 20.39 k Reaction @ Rt 21.54 10.32 21.54 21.54 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy AOX ENGINEERING Title: Job #"- 1300Bristol, Suite #260 Dsgnr: Date: 8:21AM, 25 JAN 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope : Rev 580001 User: KW-0606105, Ver5.8.0. 1-Dec-2003 General TimberBeamPage 1 (c)1983-2003 ENERCALC Engineering Software 2005-151.ecw Calculations i`t�i -. ' , x; •. 13? � . Description F13-1A General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000 Base allowables are user defined Section Name Prllm: 3.5x11.875 Center Span 13.00ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.875 in Right Cantilever ft .....Lu 0.00 ft Member Type Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi E 2,000.0 ksi Full Longth Uniform Loads Center DL 124.00 #/ft LL #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft '.,Trapezoidal Loads #1 DL @ Left #/ft LL @ Left #/ft Start Loc 0.000 ft DL @ Right 138.00 #/ft LL @ Right 120.00 #/ft End Loc 13.000 ft Span= 13.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.271 : 1 Maximum Moment 5.4 k-ft Maximum Shear * 1.5 2.3 k Allowable 19.9 k-ft Allowable 12.1 k Max. Positive Moment 5.38 k-ft at 7.020 ft Shear: @ Left 1.36 k Max. Negative Moment -0.00 k-ft at 13.000 ft @ Right 1.92 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.190 in Max. M allow 19.88 Reactions... @ Right 0.000 in fb 785.21 psi fv 56.17 psi Left DL 1.10 k Max 1:36k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.40 k Max l 1.92 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.127in -0.167 in -Deflection --- 0.000 In 0.000-an... ...Location 6.604 ft 6.604 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,228.4 936.88 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.190 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Caics �flµi`t^.3«�i ,.. `,.G'`�.��',..1�%UL:. _ ., .�- .. ..,. ..ti a, - h �&�''•, :waa..s:.s",�.2�- .;. �� - .�. .a'i�6D?,�S� '°:1�.� Bending Analysis Ck 21.298 Le 0.000 ft Sxx 82.259 in3 Area 41,563 in2 Cf _ 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 6.38 k-ft 22.27 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Might Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.85 k 2.33 k Area Required 6.377 in2 8.050 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.36 k Bearing Length Req'd 0.600 in Max. Right Reaction 1.92 k Bearing Length Req'd 0.846 in % 3 ,AQX ENGINEERING Title: Job # 1300Bristol, Suite #260 Dsgnr: Date: 9:01AM, 25 JAN 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope: User: KW-0606105,ver5.8.o,1-Dec-2003 (c)l983-2003 ENERGALC Engineering Software �^' `rl��� PPage 1 -W -.u-..............•.__.-..m....... _..... ...----- 2005-151.ecwalculations Description FB-2 5 -C-. ----.... _ enerai Informatlf7n s Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined .. Section Name 8.75x12 Center Span T 17.50 ft .....Lu 0.00 ft Beam Width 8.750 in Left Cantilever ft ...Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft ...Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Point Loads luo IDS Live Load 1,880.0lbs 2,970.0lbs Ibs I Ibs Ibs Ibs ...distance 2.500 ft 9.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft h r,h{&{i' 3�3hi`�.9� Span= 17.50ft, Beam Width = 8.750in x Depth = 12.in, Ends are Pin -Pin Beam Design K Max Stress Ratio 0.812 ; 1 Maximum Moment 32.9 k-ft Maximum Shear * 1.5 10.0 k Allowable 40.5 k-ft Allowable 25.2 k Max. Positive Moment Max. Negative Moment 32.90 k-ft at 0.00 k-ft at 8.960 ft 17.500 ft Shear: @ Left 6.69 k @ Right 3.88 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.558 in Max. M allow 40.54 Reactions... @ Right 0.000 in fb 1,880.21 psi fv 95.62 psi Left DL 3.64 k_ Max 6.69 k Fb 2,316.85 psi Fv 240.00 psi Right DL 2.09vk Max 3.88 k uenter 5pan... Dead LoadTotal Load Left Cantilever... Dead Lcad To al load , Deflection ...Location -0.372 in 8.610 ft -0.691 in Deflection 8.610 ft 0.000 in 0.000 in ...Length/Deft 564.0 ...Length/Dell 303.71 0.0 0.0 Camber ( using 1.5 * D.L. Defl ) Right Cantilever,.. @ Center ... 0.558 in Deflection 0.000 in 0.0 0.000 in @ Left 0.000 in ...Length/Deft 0.0 @ Right 0.000 in Stress Daics Bending Analysis Ck 22.210 Cv Le 0.000 ft Sxx 210.000 in3 Area 105.000 in2 0.965 Rb 0,000 CI 0.000 Max Momen 5xx Re 'd Allowable fb @ Center 32.90 k-ft 170.42 in3 2,316.85 psi @ Left Support 0,00 k-ft 0.00 in3 2,316.85 psi @ Right Support 0.00 k-ft 0.00 in3 2,316.85 psi Shear -Analysis @ Left Support @ Right Support Design Shear 10.04 k 5.82 k Area Required 41.833 in2 24.268 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 6.69 k Bearing Length Req'd 1.177 in Max. Right Reaction 3.88 k Bearing Length Req'd 0.683 in AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: 580002 Description FB-2A Title : Dsgnr: Description Scope Steel Beam Design Job # Date: 11:42AM, 25 JAN 06 Page 1 2005-151.ecw: Calculation General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W10X33 Fy 36.00ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 16.50 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Notei Short Term Loads Are WIND Loads. ;*� #1 #2 #3 #4 #5 #6 #7 DL 0.336 k/ft LL 0.480 k/ft ST k/ft Start Location ft End Location 16.500 ft -- - - - - Point Loads ---- .- ----- Notel Short Term Loads Are WIND Loads #1 #2 #3 #4 #5 #6 #7 Dead Load 3.640 3.640 k Live Load 3.050 3.050 k Short Term k Location 6.000 14.000 ft . '"XKaeeoae y Beam OK Static Load Case Governs Stress Using: W10X33 section, Span = 16.50ft, Fy = 36.Oksi End Fixity = Pinned -Pinned, Lu = 0.00ft, LDF = 1.000 Actual Allowable Moment 58.510 k-ft 69.300 k-ft Max. Deflection -0.578 in fb : Bending Stress 20.061 ksi 23.760 ksi fb / Fb 0.844 : 1 Length/DL Defl 699.5 : 1 Length/(DL+LL Defl) 342.7 : 1 Shear 15.113 k 40.632 k fv : Shear Stress 5.356 ksi 14.400 ksi fv / Fv 0.372 : 1 Force & Stress Summary <- These columns Dead + Live Load DL are LL LL+ST placed as noted --» LL LL+ST Maximum Only Center OD Center Cants Cants Max. M + 58.51 k-ft 28.83 58.51 k-ft Max. M - k-ft Max. M @ Left k_ft Max. M @ Right k-ft Shear @ Left 12.28 k v/ 5.91 12.26 k Shear @ Right 15.11 k 7.46 15.11 k Center Defl. -0.578 in -0.283 -0.578 -0.578 0.000 0.000 in Left Cant DO 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 12.28 5.91 12.28 12.28 k Reaction @ Rt 15.11 7.46 15.11 15.11 k Fa caldd per Eq. E2-1, K*L/r < Cc I Ham Passes Table B5,1, Fb per Eq. F1-1, Fb = 0.66 Fy AOX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev. 580 00 1 - --- - User: KW-0606105, Ver 5.8.0. 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software -- _ .._ . .. Description F13-4 Title : Dsgnr: Description Scope: _°7..;V Job # Date: 1:00PM, 26 JAN 06 Page 1 2005 151.ecw: Calculations General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined '- L�3'd:&, Section Name 6.75x15 Center Span 19.50 ft .....Lu 0.00 ft Beam Width 6.760 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 367.00 #/ft LL 520.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Span= 19.50ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin -Pin Max Stress Ratio 0.869 : 1 Maximum Moment 42.2 k-ft Maximum Shear * 1.5 11.3 k Allowable 48.5 k-ft Allowable 24.3 k Max. Positive Moment 42.16 k-ft at 9.750 ft Shear: @ Left 8.65 k Max. Negative Moment 0.00 k-ft at 0,000 ft @ Right 8.65 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.524 in Max. M allow 48.52 Reactions... @ Right 0.000 in fb 1,998.71 psi fv 111.72 psi Left DL 3.58 k Max % 8.65 k� Fb 2,300.26 psi Fv 240.00 psi Right DL 3.58 k Max Deflections VU Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.349 in -0.844 in Deflection 0.000 in 0.000 in ...Location 9,750 ft 9.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 669.7 277.11 Right Cantilever... Camber ( using 1.6 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.524 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Callas Bending Analysis Ck 22.210 Le 0.000 ft Sxx 253.125 in3 Area 101.250 in2 Cv 0.958 Rb 0.000 Cl 0,000 Max Moment Sxx Req'd Allowable fb @ Center 42.16 k-ft 219.94 in3 2,300.26 psi @ Left Support 0.00 k-ft 0.00 in3 2,300.26 psi @ Right Support 0.00 k-ft 0.00 in3 2,300.26 psi Shear Analysis @ Left Support @ Right Support Design Shear 11.31 k 11.31 k Area Required 47.133 in2 47.133 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 8.65 k Bearing Length Req'd 1.971 in Max. Right Reaction 8.65 k Bearing Length Req'd 1,971 in AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@agxengineering.com Rev: Ver 5.8.0, 1-Dec-2003 CALC Engineering Software Description _FB-5 t Title : Dsgnr: Description Scope : Job # 1, •1 Date: 2:14PM, 26 JAN 06 Page 1 2005.151.ecw: Calculations General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6.75x16.5 Center Span 18.50 ft .....Lu 0.00 ft Beam Width 6.750 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin -Pin Fe Allow 650.0 psi E 1,800.0 ksl Full Lmoth Uniform Loads Center DL 656.00 #/ft LL 625.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft rR� I Span= 18.50ft, Beam Width = 6.750in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.937 : 1 Maximum Moment 54.8 k-ft Maximum Shear* 1.5 15.2 k Allowable 58.5 k-ft Allowable 26.7 k Max. Positive Moment 54.80 k-ft at 9.250 ft Shear: @ Left 11.85 k Max. Negative Moment 0.00 k-ft at 18,500 ft @ Right 11.85 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.570 in Max. M allow 58.46 Reactions... @ Right 0.000 in fb 2,147.15 psi fv 136.61 psi Left DL 6.07 k Max -1f1-.8-5k Fb 2,290.47 psi Fv 240.00 psi Right DL 6.07 k Max 11.85 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.380 in -0.742 in Deflection 0.000 in 0.000 in ...Location 9.250 ft 9.250 ft ...Length/Deft 0.0 0.0 ...Length/Deft 584.0 299.08 Right Cantilever... Camber ( using 1.6 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0,570 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in tress Dalcs Bending Analysis Ck 22.210 Le 0.000 ft Sxx 306.281 in3 Area 111.375 in2 Cv 0.954 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 54.80 k-ft 287.12 in3 2,290.47 psi @ Left Support 0.00 k-ft 0.00 in3 2,290.47 psi @ Right Support 0.00 k-ft 0.00 in3 2,290.47 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.21 k 15.21 k Area Required 63.393 in2 63.393 in2 Fv: Allowable 240.00 psi 240.00 psi Bearing @ Supports Max. Left Reaction 11.85 k Bearing Length Req'd 2.701 in Max. Right Reaction 11.85 k Bearing Length Req'd 2.701 in AQX ENGINEERING STRUCTURAL 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 5fA �.a% t (Ai BE Sheet: ef AQX J.N.:2005-151 By:J.Z.S Date:1-25-06 Sheet: 4— AQX J.N.:2005-151 AQX ENGINEERING STRUCTURAL By:J.Z.S Date: 1 -25-06 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (09) 2,61-7740 Fax: (949) 261-7760 ri At b l (� YJ cr t Lam.✓ L'j j C�— + + c) AP, .. ... ..... A-) /X Ax 2�'� -A/ I - -% "" zy AQX ENGINEERING Sheet: 41;� AQX J.N.:2005-151 7 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 %- I 1c t)o Lot 14-)(;30 C21 T I I �4=:_0 tl Y )1b Y, +1 G j j Gff 0�[Irr, N 0 Fiv, 61 t 7&5s L t 2 \�sisaprs,17 By:J.Z.S Date: 1-22-06 C3 � W / Aj % PW— A&I M31109 D t t-6 MA N16 HIV9) N06-Pir.- k> k% +1 A- 9 7 4 3 N6 H,P, AQX ENGINEERING 130013ristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxenglneering.com Rev: 560005 User: KW-0606105, l ((c)1983.2003 ENER Description STEEL AT LENE 3.5 Title : Dsgnr: Description Scope: Steel Column Job # Date: 3:24PM, 25 JAN 06 ------ Page 1 2005-151.ecw: Calculations General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000j Steel Section W12X45 Fy 36.00 ksi ., X-X Sidesway : Restrained Duration Factor 1.330 Y-Y Sidesway : Sway Allowed Column Height 20.000 ft Elastic Modulus 29,000.00 ksi End Fixity Fix -Free X-X Unbraced 20.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 20.000 ft Kyy 1,000 Loads _-- Axial Load... Dead Load 1.50 k Ecc. for X-X Axis Moments 0,000 in Live Load k Ecc. for Y-Y Axis Moments 0.000 in Short Term Load k Point lateral Loads... DL LL ST Height Along Y-Y (strong axis moments) 6.000 k 20.000 ft Along X-X ( y moments) k ft Section : W12X45, Height = 20.00ft, Axial Loads: DL = Unbraced Lengths: X-X = 20,00ft, Y-Y = 20.00ft Combined Stress Ratios Dead AISC Formula H1 -I AISC Formula H1 - 2 AISC Formula H1 - 3 0.0116 Column Design OK 1.50, LL = 0.00, ST = 0.00k, Ecc. = 0.000in Live ' DL + LL DL + ST + (LL if Chosen) 0.0116 0.9871 XX Axis : Fa calc'd per Eq. E2.1, K*L/r < Cc XX Axis : I Beam, Major Axis, (102,000 * Cb t Fy)A.5 <= LIrT <= (510,000 * Cb i Fv)1.5 , Fb per Eq. F1.6 XX Axis : I Beam, Major Axis, Fb per Eq. F1.8, Fb=12,000 Cb Af 10 * d) YY Axis : Fa calc'd per Eq, E2.1, K*L1r < Cc YY_A,xls : II Beam, .Minor Axis, Passes Tgble B5.1. F_b = 075..E aer q,.. F21 Stresses -- -- - - Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa: Allowable 9.80 ksi 0.00 ksi 9.80 ksi 13.04 ksi fa: Actual 0.11 ksi 0.00 ksi 0.11 ksi 0.11 ksi Fb:xx : Allow [F1-6] 19.18 ksi 0.00 ksi 19.18 ksi 25.51 ksi Fb:xx : Allow [F1-7] & [F1-8] 19.18 ksi 0.00 ksi 19.18 ksi 25.51 ksi fb : xx Actual 0.00 ksi 0.00 ksi 0.00 ksi 24.96 ksi Fb:yy : Allow [F1-6] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi Fb:yy : Allow [F1-7] & [F1-8] 27.00 ksi 0.00 ksi 27.00 ksi 35.91 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi ---------- - ....... a ues �Analysis _ F'ex : DL+LL 68,349 psi Cm:x DL+LL 0.60 Cb.x DL+LL 1.00 F'ey : DL+LL 9,820 psi Cm:y DL+LL 0.85 Cb:y DL+LL 1.75 F'ex : DL+LL+ST 90,905 psi Cm:x DL+LL+ST 1.00 Cb:x DL+LL+ST 1.00 F'ey : DL+LL+ST 13,061 psi Cm:y DL+LL+ST 0.85 Cb:y DL+LL+ST 1.75 Max X-X Axis Deflection -2.740 in at 20.000 ft Max Y-Y Axis Deflection 0.000 in at 0.000 ft AQX ENGINEERING Title: Job # 130OBristol, Suite #260 Dsgnr: Date: 4:38PM, 26 JAN 06 Newport Beach CA 92660 Description E-mail: info@agxengineering.com Scope : Rev: KW-06 Page 1 User.3-2003ENE Nef5.8n 1eeringSo eneral Footing AnalysisDesign ( 198 ARE ENERCALC Engineering Software w7 2005-151.ecw:Calculations Description FTG FOR STEEL COL. AT LINE 3 29v _ c l ® 0 -,E Ad ­m41V /I ev/ P General Information -� Code Ref: AC 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 3 600.0 psf Short Term Increase 1.3 Seismic Zone 4, Live & Short Term Combined f c 2,500.0 psi Fy 60,000.0 psi Concrete Weight /� ,""" V�j�f' 145.00 pcf Overburden Weight , \ S' V��/ 50.00 psf nenslons... Width along X-X Axis/ - ' I/ ', f Length along Y-Y Axis Footing Thickness Col Dim. Along X-X Axis Col Dim. Along Y-Y Axis Base Pedestal Height Min Steel % Rebar Center To Edge Distance 28.000 ft 24.00 in 6.00 in 12.00 in 6.000 in 0.0014 3.50 in Loads -------.. . -- Applied Vertical Load... Dead Load 1.500 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term k-ft 120.000 k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term 6.000 k k Summary Footing Design OK 3.00ft x 28.00ft Footing, 24.01n Thick, w/ Column Support 6.00 x 12.00in x 6.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 358.0 715.1 psf Max Mu 29.332 k-ft per ft Allowable 3,600.0 4,788.0 psf Required Steel Area 0.518 in2 per ft 'XEcc, of Resultant 0.000 in 5.986 in "Y' Ecc, of Resultant 0.000 in 47.886 in Shear Stresses.... Vu Vn * Phi X-X Min. Stability Ratio 3.508 1.500 A 1-Way 2-Way 13.825 0.800 85.000 psi 170-000 psi Y-Y Min. Stability Ratio 3.007 ••• Shear Forces Two -Way Shear One -Way Shears... Vu @ Left Vu @ Right Vu @ Top Vu @ Bottom Moments Mu @ Left Mu @ Right Mu @ Top Mu @ Bottom 0.80 psi 0.00 psi 0.00 psi 1.63 psi 1.63 psi ACI C-1 0.02 k-ft 0.02 k-ft 2.29 k-ft 2.29 k-ft 0.78 psi 0.00 psi 0.00 psi 13.83 psi -10.62 psi ACI C-2 -0.27 k-ft 0.31 k-ft 29.33 k-ft -24.87 k-ft A\lw-,e ol e(c 0.50 psi 0.00 psi 0.00 psi 8.89 psi -6.83 psi ACI C-3 -0.17 k-ft 0.20 k-ft 18.86 k-ft -15.98 k-ft 7-( � .r;Y 1 '. f ki�> Vn * Phi 170.00 psi 85.00 psi 85.00 psi 85.00 psi 85.00 psi Ru / Phi 0.7 psi 0.8 psi 77.6 psi 65.7 psi As Read -0.52 in2 per ft 0.52 in2 per ft 0.52 in2 per ft -0.52 in2 per ft AQX ENGINEERING 1300Bristol, Suite #260 Newport Beach CA 92660 E-mail: info@aqxengineering.com Rev: 580001 User: KW-0606105.Ver6.8.0, 1-Dec-2003 — (o)l 983-2003 ENERCALC Engineering Software Title: Dsgnr: Description Scope: General Footing Analysis & Design ...- . . .............................. . .. Description FTG FOR STEEL COL. AT LINE 3 Job # +6 Date., 4:38PM, 26 JAN 06 Page 2 2005-151.emCalculations Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 357.99 357.99 367.99 357.99 psf DL + LL + ST 0.86 715.13 664.11 61.87 psf Factored Load Soil Pressures ACI Eq. C-1 501.19 501.19 601.19 501.19 psf ACI Eq. 0-2 1.19 999.98 928.64 72.53 psf ACI Eq. C-3 0.76 642.84 596.98 46.63 psf 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; .�OV d9l "I.4 F J 1. actor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST 1.100 Used in ACI C-2 & C-3 AQX,ENGINEERING Sheet: STRUCTURAL AQX J.N.:2005-151 1300Bristol, Suite H260, Newport Beach, CA 92660 By:J.Z.S Tel: (949) 261-7740 Fax: (949) 261-7760 Date:1-25-06 tA-f L-:�kht- /\-KIA-�YI71 T t 0 111p 00 17 M W\4) vl�j"Vvj A- W M41— R 14 X k1-0 folz6e' lc�)t Wo 0)( 5-F'-� tj Ox I 610 - rt-c-Als(" 1( `7"�"" _4 VA Ae AQX ENGINEERING " " I 1300Bristol, Suite H260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 0* �e �10 N j 7vj STRUCTURAL 06) (0 Yz -�3-zs 14- (mv) 010 3 -213if 2 63 1-0 3" Lj'§ Al \0- (A- OV, A -2- Nmg-rw Sheet: AQX J.N.: 05-151 By:J.Z.S Date:1-25-06 TO C ) (99) � I:k + 101�51 'Z i 9 ! .I) 2p 3q 19ZA 4z4 -S8s7X 1?q AQX ENGINEWNG 11 , �' I 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 0 v'j 0,6 Sheet: C AQX J.N.:2001-151 By:J.Z.S Date: 1-22-06 oiv AQX ENGINEERING 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 rL All WB (2-6)(12) ZLl i wad=��I����� W10 fit Lc-v 0 p, — W1qP 416, 6vvrI Sheet: ST AQX J.N.:2005-151 By:J.Z.S Date:1-22-06 AQX ENGINEERING I- I , 0 1300Brislol, Suite 0260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 I 1 14 fvr-- A -ro c ( Re: -f P ee ffs STRUCTURAL L- / t\lr-- I -rO 7 A-) No H, b, P'e5l' -Nc- LATOek- F'b P-C e Sheet: � 1 AQX J.N.:2005-151 By:J.Z.S Date:1-25-06 A Ida\ — A 37 Aoe-y' 0 /d Foe AQX ENGINEERING r; I, I I 1300Bristol, Suite #260, Newport Beach, CA 92660 Tel: (949) 261-7740 Fax: (949) 261-7760 1 0 t �JqA# CO -35 -77 '-WA 1 (0 it NO Sheet: , ?�- AQX JA%005-151 By:J.Z.S Date: 1-22-06 2, + AQX ENGINEERING C Sheet: � AQX J.N.:2005-151 1300Bristol, Suite 0260, Newport Beach, CA 92660 By:J.Z.S. Tel: (949) 264-7740 Fax: (949) 261-7760 Date:1-19-2006 FOUNDATION DESIGN ALLOWABLE BR'G PRESSURE=1600 PSF CONT. FT'G: 16"X18" W/(2)—#4 T&B FOR 1—STORY 18"X18" W/(2)—#4 T&B FOR 2—STORY 2..3 1-STORY, MAX. LOAD= = PLF < 1600PLF, OK! 2-STORY, MAX. LOAD=(y�) Z }l� j � =4 PLF < PLF, OK! ALLOWABLE MOMOENT= (20000)(0.20)(14.5)(0.9)/1.33=39151 #—"=3263#—` MAKE 1/2(1500)L ^2=3263 L=2.1' ALLOWABLE CONCENTRATED LOAD BY G.B. =(1.5K/')(2.1')(2)=6.3K (D+L) =8.3K (D+FL.L.+E/W) PAD SCHEDULE (1500 PSF ALLOW.) SIZE P(D+L) P(D+E) c 2'X2' 6K 8K 2'-6"X2'-6" 9AK 12.5K _k 3'X3' 13.5K 18K r 4'X4' 24K 32K 5'X5' 37.5K 50K 6'X6' 54K 72K