STRUCTURAL CALCULATION PACKAGE

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 334-7 Motor Avenue, # 2OO, Los Angeles, CA SOO34 (31O) 833-O383 Tel (31O) S3S-53SO Fax

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... 4-.OO

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

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

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

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-06008389 Description : New Platform Roof Joist Title: Dsgnr: Project Desc.: Project Notes: Job* Printed: 5AUG2010. 4:49PM Fife: F:\Projects\2010\Structural\10F02 UCLA MICHIGAN - THEngineertCalcula!kms\Enercal<Adesign.ec6 ENERCAIC, INC. 1983-2010, Ven 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 : 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: 850.0 psi 1, 350.0 psi 520.0 psi 180.0 psi 525.0 psi Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend-xx 440.0 ksi Density I 29.640pcf 2x6 Applied Loads Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.050 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 0.232 1 Maximum Shea: Section u fv: Actual Fv : Allowable 2x6 256.35psi 1,105.00psi +0 2.500ft Span # 1 0.000 in Ratio = 0.000 in Ratio = 0.029 in Ratio = 0.000 in Ratio = Service loads entered. Load Factors will be applied for calculations. Load Com Location o Span # wh 0<360 0<360 2043 0<240 Desian OK 0.107 : 1 2x6 19.27 psi 180.00 psi +0 0.000ft 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 1 0.232 0.107 1.300 0.16 256.35 1,105.00 0.11 19.27 180.00 Overall Maximum Deflections Unfactored Loads Span Max."-" Defl Location in Span 0.0294 D Only 1 Vertical Reactions Unfactored Support 1 Support 2 Overall MAXimum 0.129 0.129 DOnly 0.129 0.129 2.525 Max."+" Defl Location in Span Support notation: Far left is #1 "00000 Values in KIPS 0.000

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-06008389 Description : Existing Roof Joist Title: Job # Dsgnr: Project Desc.: Project Notes: <?"<7/b Printed: 5AUG 2010. 3:53PM File: F:\Proiects\2010\Structural\10F02 UCLA MICHIGAN - TI\Engineer\Caiculations\Enercalc\design.ec6 ENERCALC, INC. 1983-2010, 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 : 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 850.0 psi 850.0psi 1,350.0 psi 520.0 psi 180.0 psi 525.0 psi E : Modulus of Elasticity Ebend-xx 1,200.0ksi Eminbend-xx 440.0ksi Density 29.640 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 = 0.050 k/ft, Tributary Width = 1.0 ft WSIWWMMARY Maximum Bending Stress Ratio = 0.824 1 Section used for this span 2x6 fb: Actual = 910.15 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 0.186 in Ratio = Max Upward L+Lr+S Deflection 0.000 in Ratio = Max Downward Total Deflection 0.267 in Ratio = Max Upward Total Deflection 0.000 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<360 359 0<240 Design OK 0.258 1 2x6 46.41 psi 180.00 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 1 0.249 0.078 1.300 +D+Lr+H Length = 8.0 ft 1 0.824 0.258 1.300 1.300 +D-K).750Lr+0.750L-tff Length = 8.0 ft 1 0.680 0.213 1.300 1.300 +0-K).750Lr-K).750L-K).750W+fl 1.300 Length = 8.0 ft 1 0.680 0.213 1.300 +0+0.750Lr-K).750L-t0.5250E-HH 1.300 Length = 8.0 ft 1 0.680 0.213 1.300 Overall Maximum Deflections - Unfactored Loads Span 0-H.r cfu Summary of Moment Values Mactual fb-design Fb-allow 0.17 0.57 0.47 0.47 0.47 275.44 910.15 751.47 751.47 751.47 1,105.00 1,105.00 1,105.00 1,105.00 1,105.00 Summary of Shear Values Vactual fv-design Fv-allow Max."-" Defl Location in Span Max. "+" Defl Location in Span 1 0.2669 4.040 0.0000 0.000 0.08 0.26 0.21 0.21 0.21 14.04 46.41 38.32 38.32 38.32 180.00 180.00 180.00 180.00 180.00

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-06008389 Description : Existing Roof Beams Title: Dsgnr: Project Desc.: Project Notes: Job# Printed: 5AUG2010. 4:45PM Rte: F:\Frojects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\EneicalcWesign.ee6 ENERCALC, INC. 1983-2010, 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 1016.535 ksi Density 32.21 pcf D(0.24) L(0.04) D(0.08)L(0.16) 3.5x11.875 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 = 0.040 k/ft, Extent = 0.0 -» 5.0 ft, Tributary Width = 1.0 ft Uniform Load: D = 0.080, L = 0.160 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 0.300 : 1 Section used for this span fb : Actual = 3.5x11.875 1,855.03 psi Section used for this span fv : Actual 3.5x11.875 86.89 psi FB : Allowable = 2,900.00 psi Fv : Allowable 290.00 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 0.530 in Ratio = 0.000 in Ratio = 0.948 in Ratio = 0.000 in Ratio = 452 0<360 253 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+0.7501+0.750W+H Length = 20.0 ft 1 +D+0.750Lt0.750S+0.750W+H Length = 20.0 ft 1 Max Stress Ratios M V 0.278 0.170 0.640 0.300 0.549 0.267 0.549 0.267 0.549 0.267 0.549 0.267 cci c f/v c r cm cj c_fu_ Summary of Moment Values Mactual fb-design Fb-allow 5.52 805.38 2,900.00 12.72 1,855.03 2,900.00 10.91 1,591.10 2,900.00 10.91 1,591.10 2,900.00 10.91 1,591.10 2,900.00 10.91 1,591.10 2,900.00 Summary of Shear Values Vactual fv-design Fv-allow 1.37 49.39 290.00 2.41 86.89 290.00 2.15 77.52 290.00 2.15 77.52 290.00 2.15 77.52 290.00 2.15 77.52 290.00

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

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 2,2010 3347 Motor Ave, Suite 200 Description. Los Angeles CA 90034 (310) 838-0383 Thjs Wg jn Fj e; F:\jects\010\Structural\10F02 UCLA M Retain Pro 2007, 24-Jul-2008, (c) 1989-2008 www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Code: CBC 2007 Registration #:RP-1 176695 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 Pressure @ Toe = 698 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 838 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 3.1 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 31 5. 7 Ibs Load Factors Building Code CBC 2007 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1000 Soil Data Footing Dimensions & Strengths Allow Soil Bearing = 1 500.0 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 = 250.0 psf/ft Soil Density, Heel = 11 0.00 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 Force @ Section 0.00 pcf K DiStance from Toe 0.300 fc = 2, 500 psi Fy = n nn. Footing Concrete Density = au m Min. As % Cover @ Top = 2.00 in @ 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 # 4 16.00 Edge = 0.131 lbs= 312.7 ft-#= 338.7 = 2,580.5 psi= 6.5 psi = 75.0 = 100.0 in= 4.00 Moment... Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE in= 18.72 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 ""2.00 12.00 in 0.00 in 0.00 in 0.00ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300 1

Retain Pro 2007, 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1176695 RP2007-R Footing Design Results C. W. Howe Partners Inc. Structural Engineering Consultants 3347 Motor Ave, Suite 200 Los Angeles CA 90034 (310)838-0383 Toe Heel Factored Pressure = 838 0 psf Mu' : Upward = 0 0 ft-# Mu' : Downward = 0 0 ft-# Mu: Design = 339 0 ft-# Actual 1 -Way Shear = 3.12 0.00 psi Allow 1 -Way Shear = 75.00 0.00 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 = 334.2 1.42 Surcharge over Heel = Toe Active Pressure = -18.5 0.33 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 315.7 O.T.M. = Resisting/Overturning Ratio = 1.80 Vertical Loads used for Soil Pressure = 624.5 Ibs Vertical component of active pressure used for soil pressure DESIGNER NOTES: 473.4 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) = 325.0 1.66 540.6 -_ Earth @ Stem Transitions = 467-2 Footing Weighl = 299.5 1.00 299.0 Key Weight Vert. Component = 2.00 Total = 624.5 Ibs R.M.= 839.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation.

Sliding Restraint 698.24psf

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

Retain Pro 2007, 24-Jul-2008. (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1176695 RP2007-R C. W. Howe Partners Inc. Structural Engineering Consultants 3347 Motor Ave, Suite 200 Los Angeles CA 90034 (310)838-0383 Criteria Retained Height - 5.00 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 250.0 psf/ft 110.00pcf 0.00 pcf 0.300 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 0.83 3.50 15.00 in 0.00 in 0.00 in 0.00ft fc = 2,000psi Fy = 60,000 psi Footing Concrete Density = Min. As % 150.00 pcf 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Surcharge Loads J Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 100.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 100.0 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 = 1.57 OK Slab Resists All Sliding! Total Bearing Load = 1,549 Ibs...resultant ecc. = 10.34 in Soil Pressure @ Toe = 1,1 60 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,392 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.5 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 67.1 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 800.5 Ibs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2007 1.200 1.600 1.600 1.600.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 Force @ 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 10.00 # 4 16.00 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 = = 0.360 960.1 1,891.2 5,250.7 10.0 67.1 125.0 8.00 20.93 Medium Weight ASD 2,000.0 60,000.0 0.0 Ibs 0.00ft 0.00 in 0.00ft Line Load 0.0ft 0.300

Retain Pro 2007, 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1176695 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 90034 (310)838-0383 Toe 1,392 3,308 1,686 1,622 5.50 67.08 = 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 = Load @ Stem Above Soil = OVERTURNING Force Distance Moment Ibs ft ft-# 722.7 210.2-68.0-64.5 2.08 3.13 0.64 0.96 1,505.5 657.0-43.4-61.8 Total = 800.5 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) = Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = Force Ibs 267.0 625.0 656.9 RESISTING Distance ft 3.50 3.50 1.34 1.34 3.09 1.75 Moment ft-# 356.4 1,929.2 1,150.6 3.50 1,548.9 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.

loo.psf loo.psf Sliding Restraint Pp= 998.11# 800.45# 1159.8psf

10.in Cone w/#4 @ 16.in o/c "* * 5'-0" 5'-0" Sliding Restraint.in 8" A T A t A 2" 3" @Toe #0@0.in @Heel Designer select all horiz. reinf. h* See Appendix A u 2'-8" 10" 3'-6"

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