STRUCTURAL CALCULATION PACKAGE

Transcription

1 STRUCTURAL CALCULATION PACKAGE PREPARED FOR Project Type: UCLA Michigan Operations Center Tenant Improvement Job Address: 2211 Michigan Ave Santa Monica, CA 9O4-O1 Architect: Gene Fong Associates Project Engineer: Cristobal Paniagua M.S., P.E. Job Number: 1OFC2 Date: August C5, 2C1C C. W. Howe Partners Inc. Structural and Civil Engineering Motor Avenue, # 2OO, Los Angeles, CA SOO34 (31O) 833-O383 Tel (31O) S3S-53SO Fax

2 1OFO2 - UCLA Michigan Operations Center Tenant Improvement CALCULATIONS TABLE OF CONTENTS Loads Listing... 1.OO Framing Analysis and Design... 2.OO - Foundation Design...3.OO - 3.O6 Misc. Design OO

3 C. W. Howe Partners Inc. UCLA T.I. 10F02 FLAT ROOF LOADS Roof Live Load 20.0 psf Roof Dead Loads: 3-15 and 1-90 Ib 2.2 psf 1/2" plywood 1.5 psf Wood Framing 2.8 psf Sprinklers 2.0 psf Misc. Dead Load 1.5 psf Total Dead Load = 10.0 psf

4 C. W. Howe Partners Inc. Structural and Civil Engineering &3&-O3&3 (3IO) &3&-53&O fax Job name: Job number* date> page: 334T Motor Avenue Suite 2OO Los Angeles California

5 C. W. Howe Partners Inc. Structural and Civil Engineering tel C3IO> &3&-O3&3 C3IO) &3&-53&O fax Job names Job numberi dates / / pages 33-4~7 Motor Avenue Suite 2CO Los Angeles California ^003-4.AiHH.evNhoiNe.com - 4 /It

6 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design I Lie. # : KW Description : New Platform Roof Joist Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5AUG :49PM Fife: F:\Projects\2010\Structural\10F02 UCLA MICHIGAN - THEngineertCalcula!kms\Enercal<Adesign.ec6 ENERCAIC, INC , Ven , N:65932 License Owner : C.W. HOWE PARTNERS INC. Material Properties Analysis Method : Allowable Stress Design 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir-South : No.2 : Beam is Fully Braced against lateral-torsion Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft buckling D(0.05) Calculations per IBC 2006, CBC 2007, 2005 NDS 850.0psi E: psi 1, psi psi psi psi Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend-xx ksi Density I pcf 2x6 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 5.0ft Maximum Shea: Section u fv: Actual Fv : Allowable 2x psi 1,105.00psi ft Span # in Ratio = in Ratio = in Ratio = in Ratio = Service loads entered. Load Factors will be applied for calculations. Load Com Location o Span # wh 0<360 0< <240 Desian OK : 1 2x psi psi ft Span # 1 Maximum Forces & Stresses for s Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V C d C f/v C r C m C t C f u Mactual fb-design Fb-allow Vactual fv-design Fv-allow +0 Length = 5.0ft , Overall Maximum Deflections Unfactored Loads Span Max."-" Defl Location in Span D Only 1 Vertical Reactions Unfactored Support 1 Support 2 Overall MAXimum DOnly Max."+" Defl Location in Span Support notation: Far left is #1 "00000 Values in KIPS 0.000

7 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title_BlockJJne 6 Wood Beam Design Lie.» : KW Description : Existing Roof Joist Title: Job # Dsgnr: Project Desc.: Project Notes: <?"<7/b Printed: 5AUG :53PM File: F:\Proiects\2010\Structural\10F02 UCLA MICHIGAN - TI\Engineer\Caiculations\Enercalc\design.ec6 ENERCALC, INC , Ver: , N:65932 License Owner : C.W, HOWE PARTNERS INC. Material Properties Analysis Method : Allowable Stress Design 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : Douglas Fir-South : No.2 : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Calculations per IBC 2006, CBC 2007, 2005 NDS psi 850.0psi 1,350.0 psi psi psi psi E : Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend-xx 440.0ksi Density pcf D(0.02) Lr(0.05) 2x6 Span = 8.0 ft Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.020, Lr = k/ft, Tributary Width = 1.0 ft WSIWWMMARY Maximum Bending Stress Ratio = Section used for this span 2x6 fb: Actual = psi FB: Allowable = 1,105.00psi +D+Lr+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection in Ratio = Max Upward L+Lr+S Deflection in Ratio = Max Downward Total Deflection in Ratio = Max Upward Total Deflection in Ratio = Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Location of maximum on span Span # where maximum occurs 515 0< <240 Design OK x psi psi 7.560ft Span # 1 Maximum Forces & Stresses for s Max Stress Ratios Segment Length Span # M V Cd c f/v -K) Length = 8.0 ft D+Lr+H Length = 8.0 ft D-K).750Lr+0.750L-tff Length = 8.0 ft K).750Lr-K).750L-K).750W+fl Length = 8.0 ft Lr-K).750L-t0.5250E-HH Length = 8.0 ft Overall Maximum Deflections - Unfactored Loads Span 0-H.r cfu Summary of Moment Values Mactual fb-design Fb-allow , , , , , Summary of Shear Values Vactual fv-design Fv-allow Max."-" Defl Location in Span Max. "+" Defl Location in Span

8 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Lie. #: KW Description: Existing Roof Joist Title: Dsgnr: Project Desc.: Project Notes: Job# File: F:\Projects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\Enercalc\design.ec6 ENERCALC, INC , Ver: , N:66932 License Owner : C.W. HOWE PARTNERS INC. 4 Vertical Reactions Support notation : Far left is #1 Values in KIPS

9 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Lie. # : KW Description : Existing Roof Beams Title: Dsgnr: Project Desc.: Project Notes: Job# Printed: 5AUG :45PM Rte: F:\Frojects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\EneicalcWesign.ee6 ENERCALC, INC , Ver 6.1,51, N:65932 License Owner : C.W. HOWE PARTNERS INC. Material Properties Analysis Method : Allowable Stress Design 2006 IBC & ASCE 7-05 Wood Species Wood Grade Beam Bracing : ilevel Truss Joist : Parallam PSL 2.0E : Beam is Fully Braced against lateral-torsion buckling Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Calculations per IBC 2006, CBC 2007, 2005JYDS 2900 psi 2900 psi 2900 psi 750 psi 290 psi 2025 psi E: Modulus of Elasticity Ebend- xx 2000 ksi Eminbend -xx ksi Density pcf D(0.24) L(0.04) D(0.08)L(0.16) 3.5x Span = 20.Oft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.240, L = k/ft, Extent = 0.0 -» 5.0 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.080, L = k/ft, Extent ^ 5.0 -» 20.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.64Q 1 Maximum Shear Stress Ratio Desian OK : 1 Section used for this span fb : Actual = 3.5x , psi Section used for this span fv : Actual 3.5x psi FB : Allowable = 2, psi Fv : Allowable psi +D+L+H +D+L+H Location of maximum on span 9.900ft Location of maximum on span 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection in Ratio = in Ratio = in Ratio = in Ratio = 452 0< <240 Maximum Forces & Stresses for s Segment Length Span# +D Length = 20.0 ft 1 +D+L+H Length = 20.0 ft 1 +D+0.750Lr+0.750L+H Length = 20.0 ft 1 +D-t0.750L+0.750S+H Length = 20.0 ft 1 +D-K).750Lr W+H Length = 20.0 ft 1 +D+0.750Lt0.750S+0.750W+H Length = 20.0 ft 1 Max Stress Ratios M V cci c f/v c r cm cj c_fu_ Summary of Moment Values Mactual fb-design Fb-allow , , , , , , , , , , , Summary of Shear Values Vactual fv-design Fv-allow

10 Title Block Line 1 You can changes this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Wood Beam Design Lie. # : KW Description : Existing Roof Beams Title: Dsgnr: Project Desc.: Project Notes: Job# Printed: 5AUG :45PM File: F:\Proiects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\Enerca)cWesign.K6" ENERCALC, INC , Ver: , N:65932 License Owner : C.W. HOWE PARTNERS INC. Segment Length Span# Max Stress Ratios M V Cd +D+0.750Lr-K).750L-t0.5250E+H Length = 20.0 ft to+0.750lt0.750s e+h Length = 20.0 ft Overall Maximum Deflections - Unfactored Loads Span D+L 1 Vertical Reactions - Unfactored Overall MAXimum DOnly LOnly D-H. Support Max. "-" Defl Support c f/v Cr Cm Location in Span ct Cfu Summary of Moment Values Mactual fb-design Fb-allow Support notation : Far left is #1 1, , , , Summary of Shear Values Vactual Max. "+" Defl Values in KIPS fv-design Fv-allow Location in Span Tooo

11 C. W. Howe Partners Inc. Structural and Civil Engineering tel (310; 63S-03&3 (310; &3S-53&O fax Job name: Job number: date. / / page: Motor Avenue Suite 2OO Los Angeles California ^0034 MHH.c-Hhowe.com

12 C. W. Howe Partners Inc. Title : UCLA T.I. Loading Dock Side Wall Page:3 ^ Structural Engineering Consultants Job* : 10F02 Dsgnr: Cris Pani Date: JUN 2, Motor Ave, Suite 200 Description. Los Angeles CA (310) Thjs Wg jn Fj e; F:\jects\010\Structural\10F02 UCLA M Retain Pro 2007, 24-Jul-2008, (c) Cantilevered Retaining Wall Design Code: CBC 2007 Registration #:RP RP2007-R a Criteria Retained Height = 3.25 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 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. NOT USED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf 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 = 1 80 OK Slab Resists All Sliding! Total Bearing Load = 625 Ibs...resultant ecc. = 4.82 in Soil Toe = 698 psf OK Soil Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Toe = 838 psf ACI Heel = 0 psf Footing Toe = 3.1 psi OK Footing Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = Ibs Load Factors Building Code CBC 2007 Dead Load Live Load Earth, H Wind, W Seismic, E 1000 Soil Data Footing Dimensions & Strengths Allow Soil Bearing = psf Toe Width Equivalent Fluid Pressure Method Heel Width = Heel Active Pressure = 37.0 osf/ft Total Footina Width = Toe Active Pressure = 37.0 psf/ft Footing Thickness = Passive Pressure = psf/ft Soil Density, Heel = pcf ^ I Soil Density, Toe Footing Soil Friction = Soil height to ignore for passive pressure = Lateral Load Applied to Stem Lateral Load =...Height to Top =...Height to Bottom = Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/fb + fa/fa Total Section 0.00 pcf K DiStance from Toe fc = 2, 500 psi Fy = n nn. Footing Concrete Density = au m Min. As % Top = 2.00 Adjacent Footing Load 0.0 #/ft Adjacent Footing Load = 0.00 ft Footing Width = 0.00 ft Eccentricity = Wall to Ftg CL Dist Footing Type Racp OdoC rmjuvc/dciuw Ahnx/P/Rplnw OUII ^nil Top Stem Stem OK ft= 0.00 = Concrete 8.00 # Edge = lbs= ft-#= = 2,580.5 psi= 6.5 psi = 75.0 = in= 4.00 Moment... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE in= LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = = = = Medium Weight = ASD psi= 2,500.0 psi= 60,000.0 at Back of Wall Poisson's Ratio = 1.33ft 0.67 "" in 0.00 in 0.00 in 0.00ft 60,000 psi pcf Btm.= 3.00 in 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft

13 Retain Pro 2007, 24-Jul-2008, (c) for latest release Registration # : RP RP2007-R Footing Design Results C. W. Howe Partners Inc. Structural Engineering Consultants 3347 Motor Ave, Suite 200 Los Angeles CA (310) Toe Heel Factored Pressure = psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = ft-# Actual 1 -Way Shear = psi Allow 1 -Way Shear = psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Title : UCLA T.I. Loading Dock Side Wall Job* : 10F02 Dsgnr: Cris Pani Description... Date: Page: JUN 2,2010 This Wall in File: F:\Projects\2010\Structural\10F02 UCLA M Cantilevered Retaining Wall Design Code: CBC 2007 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Stem Above Soil = Total O.T.M. = Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: Soil Over Heel = 2.00 Sloped Soil Over Heel = -6.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = _ Stem Transitions = Footing Weighl = Key Weight Vert. Component = 2.00 Total = Ibs R.M.= * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation.

14 Sliding Restraint psf

15 8.in Cone 16.in o/c 4" 2" Sliding Restraint Designer select all horiz. reinf. See Appendix A r-4" 8" 2-0"

16 Retain Pro 2007, 24-Jul (c) for latest release Registration # : RP RP2007-R C. W. Howe Partners Inc. Structural Engineering Consultants 3347 Motor Ave, Suite 200 Los Angeles CA (310) Criteria Retained Height ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 8.00 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. NOT USED for Sliding Resistance. USED for Overturning Resistance. Title UCLA T.I. Job* : 10F02 Description... Page:. Dsgnr: Cris Pani Date: JUN 2,2010 This Wall in File: F:\Projects\2010\Structural\10F02 UCLA M Cantilevered Retaining Wall Design Code: CBC 2007 Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe Footing Soil Friction = = = 37.0 psf/ft 37.0 psf/ft psf/ft pcf 0.00 pcf Soil height to ignore for passive pressure = 0.00 in 1 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth Key Distance from Toe = 2.67ft in 0.00 in 0.00 in 0.00ft fc = 2,000psi Fy = 60,000 psi Footing Concrete Density = Min. As % pcf Top = 2.00 Btm.= 3.00 in Surcharge Loads J Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = psf Used To Resist Sliding & Overturning Surcharge Over Toe = psf 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 = 1.57 OK Slab Resists All Sliding! Total Bearing Load = 1,549 Ibs...resultant ecc. = in Soil Toe = 1,1 60 psf OK Soil Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Toe = 1,392 psf ACI Heel = 0 psf Footing Toe = 5.5 psi OK Footing Heel = 0.0 psi OK Allowable = 67.1 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC ateral Load =..Height to Top =..Height to Bottom = Stem Construction Design Height Above Ftc Wall Material Above "Hf Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/fb + fa/fa Total Section Moment... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW HOOK FMRFR IMTO FTCZ in = Q ^Q 0 0 #/ft Adjacent Footing Load 0.00 ft 0.00 ft Footing Width Eccentricity = = Wall to Ftg CL Dist Footing Type Rocpa OdoC /AUUVG/DdUW A hrtva/rp!n\a/ OUII ^nil at Back of Wall Poisson's Ratio = Top Stem oiem Cfom C\K \jf\0 ft = Concrete # Edge Ibs ft-# psi psi in in in Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. = Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = = , , Medium Weight ASD 2, , Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300

17 Retain Pro 2007, 24-Jul-2008, (c) for latest release Registration # : RP RP2007-R Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing C. W. Howe Partners Inc. Structural Engineering Consultants 3347 Motor Ave, Suite 200 Los Angeles CA (310) Toe 1,392 3,308 1,686 1, = None Spec'd = None Spec'd = None Spec'd Title UCLA T.I. Job# : 10F02 Description... Dsgnr: Cris Pani Date: This Wall in File: F:\Projects\2010\Structural\10F02 Page: JUN 2,2010 UCLA M Cantilevered Retaining Wall Design Code: CBC 2007 Heel Opsf Oft-# Oft-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Stem Above Soil = OVERTURNING Force Distance Moment Ibs ft ft-# , Total = O.T.M. = 2,057.3 Resisting/Overturning Ratio = 1.67 Vertical Loads used for Soil Pressure = 1,548.9 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 = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force Ibs RESISTING Distance ft Moment ft-# , , ,548.9 Ibs R.M.= 3,436.2 Total = * Axial live load NOT included in tptal displayed, or used for overturning resistance, but is included for soil pressure calculation.

18 loo.psf loo.psf Sliding Restraint Pp= # # psf

19 10.in Cone 16.in o/c "* * 5'-0" 5'-0" Sliding Restraint.in 8" A T A t A 2" Designer select all horiz. reinf. h* See Appendix A u 2'-8" 10" 3'-6"

20 C. W. Howe Partners Inc. Structural and Civil Engineering tei (310; &3&-03&3 (3IO) &3&-5300 fax job jobn^ber, date: 33-4~7 Motor Avenue Suite 2OO Los Angeles California ^0034 ininin.cinhoine.com V p Til I At, f L, ' ' ' f