STRUCTURAL CALCULATION PACKAGE Michigan/Structural Calcs.pdfC. 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

STRUCTURAL CALCULATIONPACKAGEPREPARED FOR

Project Type:

Job Address:

Architect:

UCLA Michigan Operations CenterTenant Improvement

2211 Michigan AveSanta Monica, CA 9O4-O1

Gene Fong Associates

Project Engineer: Cristobal Paniagua M.S., P.E.

Job Number:

Date:

1OFC2

August C5, 2C1C

C. W. Howe Partners Inc.St ruc tu ra l a n d C i v i l E n g i n e e r i n g

334-7 Motor Avenue, # 2OO, Los Angeles, CA SOO34

(31O) 833-O383 Tel (31O) S3S-53SO Fax

1OFO2 - UCLAMichigan 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 psf1/2" plywood 1.5 psfWood Framing 2.8 psfSprinklers 2.0 psfMisc. Dead Load 1.5 psf

Total Dead Load = 10.0 psf

C. W. Howe Partners Inc.S t r u c t u r a l a n d C i v i l 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.S t r u c t u r a l a n d C i v i l E n g i n e e r i n g

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 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title Block Line 6

Wood Beam DesignI 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.ec6ENERCAIC, INC. 1983-2010, Ven 6.1.51, N:65932

License Owner : C.W. HOWE PARTNERS INC.

Material PropertiesAnalysis Method : Allowable Stress DesignLoad Combination 2006 IBC & ASCE 7-05

Wood Species : Douglas Fir-SouthWood Grade : No.2

Beam Bracing : Beam is Fully Braced against lateral-torsion

Fb - TensionFb - ComprFc - PrllFc - PerpFvFt

buckling

D(0.05)

Calculations

850.0psi E:850.0 psi

1, 350.0 psi520.0 psi180.0 psi525.0 psi

per IBC 2006, CBC 2007, 2005 NDS

Modulus of ElasticityEbend-xx 1,200.0ksiEminbend-xx 440.0 ksi

Density 29.640pcf

I

2x6

Span = 5.0ft

Applied LoadsBeam self weight calculated and added to loadsLoad for Span Number 1

Uniform Load: D = 0.050 k/ft, Tributary Width = 1.0 ft

DESIGN SUMMARYMaximum Bending Stress Ratio =

Section used for this spanfb : Actual =FB : Allowable

Load CombinationLocation of maximum on span =Span # where maximum occurs =

Maximum DeflectionMax Downward L+Lr+S DeflectionMax Upward L+Lr+S DeflectionMax Downward Total DeflectionMax Upward Total Deflection

Service loads entered. Load Factors will be applied for calculations.

Desian OK

0.232 1 Maximum Shea:2x6

256.35psi1,105.00psi

+02.500ft

Span # 1

0.000 in Ratio =0.000 in Ratio =0.029 in Ratio =0.000 in Ratio =

Section uf v :Fv

Load ComLocation oSpan # wh

0<3600<360

20430<240

Actual: Allowable

0.107 : 12x6

19.27 psi180.00 psi

+00.000ft

Span # 1

Summary of Moment Values Summary of Shear ValuesMaximum Forces & Stresses for Load Combinations

Load Combination Max Stress RatiosSegment 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

+0Length = 5.0ft 1 0.232 0.107 1.000 1.300 1.000 1.000 1.0001.000 0.16 256.35 1,105.00 0.11 19.27 180.00

Overall Maximum Deflections • Unfactored LoadsLoad Combination Max."+" Defl Location in Span

"00000

Load Combination Span Max."-" Defl Location in Span

0.0294D Only 1

Vertical Reactions • UnfactoredLoad Combination Support 1 Support 2

Overall MAXimum 0.129 0.129DOnly 0.129 0.129

2.525

Support notation: Far left is #1

0.000

Values in KIPS

Title Block Line 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title_BlockJJne 6

Wood Beam DesignLie. » : KW-06008389Description : Existing Roof Joist

Material Properties

Title: Job #Dsgnr:Project Desc.: <?"<7/b

Project Notes:

Printed: 5AUG 2010. 3:53PM

File: F:\Proiects\2010\Structural\10F02 UCLA MICHIGAN - TI\Engineer\Caiculations\Enercalc\design.ec6ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:65932

License Owner : C.W, HOWE PARTNERS INC.

Calculations per IBC 2006, CBC 2007, 2005 NDS

Analysis Method : Allowable Stress DesignLoad Combination 2006 IBC & ASCE 7-05

Wood Species : Douglas Fir-SouthWood Grade : No.2

Fb - TensionFb - ComprFc - PrllFc - PerpFvFt

850.0 psi850.0psi

1,350.0 psi520.0 psi180.0 psi525.0 psi

E : Modulus of ElasticityEbend-xx 1,200.0ksiEminbend-xx 440.0ksi

Density 29.640 pcfBeam Bracing : Beam is Fully Braced against lateral-torsion buckling

D(0.02) Lr(0.05)

2x6

Span = 8.0 ft

Applied LoadsBeam self weight calculated and added to loadsLoad for Span Number 1

Uniform Load : D = 0.020, Lr = 0.050 k/ft, Tributary Width = 1.0 ft

WSIWWMMARYMaximum Bending Stress Ratio = 0.824 1

Section used for this span 2x6fb: Actual = 910.15 psiFB: Allowable = 1,105.00psi

Load Combination +D+Lr+HLocation of maximum on span = 4.000ftSpan # where maximum occurs = Span # 1

Maximum DeflectionMax 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.

Design OKMaximum Shear Stress Ratio

Section used for this spanfv : ActualFv : Allowable

Load CombinationLocation of maximum on spanSpan # where maximum occurs

5150<360

3590<240

10.2582x6

46.41 psi180.00 psi

7.560ftSpan # 1

Maximum Forces & Stresses for Load CombinationsLoad Combination

Segment Length Span #

-K)Length = 8.0 ft 1

+D+Lr+HLength = 8.0 ft 1

+D-K).750Lr+0.750L-tffLength = 8.0 ft 1

+0-K).750Lr-K).750L-K).750W+flLength = 8.0 ft 1

+0+0.750Lr-K).750L-t0.5250E-HHLength = 8.0 ft 1

Max Stress RatiosM

0.249

0.824

0.680

0.680

0.680

V

0.078

0.258

0.213

0.213

0.213

Cd

1.000

1.000

1.000

1.000

1.000

c f/v

1.3001.3001.3001.3001.3001.3001.3001.3001.300

Overall Maximum Deflections - Unfactored LoadsSpan

cfu

1.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.000

Summary of Moment ValuesMactual

0.17

0.57

0.47

0.47

0.47

fb-design

275.44

910.15

751.47

751.47

751.47

Fb-allow

1,105.00

1,105.00

1,105.00

1,105.00

1,105.00

Summary of Shear ValuesVactual

0.08

0.26

0.21

0.21

0.21

fv-design

14.04

46.41

38.32

38.32

38.32

Fv-allow

180.00

180.00

180.00

180.00

180.00

Load Combination

0-H.r

Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span

1 0.2669 4.040 0.0000 0.000

Title Block Line 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title Block Line 6

Wood Beam DesignLie. #: KW-06008389

Description: Existing Roof Joist

Vertical Reactions •Load Combination

Title:Dsgnr:Project Desc.:

Project Notes:

Job#

4File: F:\Projects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\Enercalc\design.ec6

ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:66932

License Owner : C.W. HOWE PARTNERS INC.

Support notation : Far left is #1 Values in KIPS

Title Block Line 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title Block Line 6

Wood Beam DesignLie. # : KW-06008389Description : Existing Roof Beams

Material Properties

Analysis Method : Allowable Stress DesignLoad Combination 2006 IBC & ASCE 7-05

Wood SpeciesWood Grade

: iLevel Truss Joist: Parallam PSL 2.0E

Title:Dsgnr:Project Desc.:

Project Notes:

Job#

Printed: 5AUG2010. 4:45PMRte: F:\Frojects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\EneicalcWesign.ee6

ENERCALC, INC. 1983-2010, Ver 6.1,51, N:65932License Owner : C.W. HOWE PARTNERS INC.

Fb - TensionFb - ComprFc - PrllFc - PerpFvFt

Calculations per IBC 2006, CBC 2007, 2005JYDS

E: Modulus of Elasticity

Beam Bracing : Beam is Fully Braced against lateral-torsion buckling

2900 psi2900 psi2900 psi

750 psi290 psi

2025 psi

Ebend- xxEminbend -xx

Density

2000 ksi1016.535 ksi

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 loadsLoad for Span Number 1

Uniform Load : D = 0.240, L = 0.040 k/ft, Extent =Uniform Load: D = 0.080, L = 0.160 k/ft, Extent ^

DESIGN SUMMARYMaximum Bending Stress Ratio =

Section used for this spanfb : Actual =FB : Allowable =

Load CombinationLocation of maximum on spanSpan # where maximum occurs =

Maximum DeflectionMax Downward L+Lr+S DeflectionMax Upward L+Lr+S DeflectionMax Downward Total DeflectionMax Upward Total Deflection

0.0 -» 5.0 ft, Tributary Width = 1.0 ft5.0 -» 20.0 ft, Tributary Width = 1.0 ft

0.64Q 13.5x11.875

1,855.03 psi2,900.00 psi

+D+L+H9.900ft

Span # 1

0.530 in Ratio =0.000 in Ratio =0.948 in Ratio =0.000 in Ratio =

Maximum Shear Stress RatioSection used for this span

fv : ActualFv : Allowable

Load CombinationLocation of maximum on spanSpan # where maximum occurs

4520<360

2530<240

Desian OK0.300 : 1

3.5x11.87586.89 psi

290.00 psi+D+L+H

0.000ftSpan # 1

Maximum Forces & Stresses for Load CombinationsLoad Combination

Segment Length Span#

+DLength = 20.0 ft 1

+D+L+HLength = 20.0 ft 1

+D+0.750Lr+0.750L+HLength = 20.0 ft 1

+D-t0.750L+0.750S+HLength = 20.0 ft 1

+D-K).750Lr+0.7501+0.750W+HLength = 20.0 ft 1

+D+0.750Lt0.750S+0.750W+HLength = 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 c j c _fu_

1.000

1.000

1.000

1.000

1.000

1.000

1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000

1.0001.0001.0001.0001.0001.0001.0001.0001.0001.0001.000

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

2.41

2.15

2.15

2.15

2.15

49.39 290.00

86.89 290.00

77.52 290.00

77.52 290.00

77.52 290.00

77.52 290.00

Title Block Line 1You can changes this areausing the "Settings" menu itemand then using the "Printing &Title Block" selection.Title Block Line 6

Job#

Wood Beam DesignLie. # : KW-06008389Description : Existing Roof Beams

Title:Dsgnr:Project Desc.:

Project Notes:

Printed: 5AUG2010. 4:45PM

File: F:\Proiects\2010\Structural\10F02 UCLA MICHIGAN - TI\EngineertCalculations\Enerca)cWesign.K6"ENERCALC, INC. 1983-2010, Ver: 6.1.51, N:65932

License Owner : C.W. HOWE PARTNERS INC.

Load CombinationSegment Length Span#

Max Stress RatiosM V

Summary of Moment Values

C d+D+0.750Lr-K).750L-t0.5250E+H

Length = 20.0 ft 1 0.549 0.267 1.000-tO+0.750Lt0.750S+0.5250E+H

Length = 20.0 ft 1 0.549 0.267 1.000

Overall Maximum Deflections - Unfactored LoadsLoad Combination Span

D+L 1

Vertical Reactions - UnfactoredLoad Combination

Overall MAXimumDOnlyLOnlyD-H.

Support 12.6681.5931.0752.668

Max. "-" Defl

0.9476

Support 22.5180.9931.5252.518

c f/v1.0001.0001.0001.000

C r Cm

1.000 1.0001.000 1.0001.000 1.0001.000 1.000

c t1.0001.0001.0001.000

Cfu1.0001.0001.0001.000

Mactual

10.91

10.91

Location in Span Load Combination

10.000

Support notation : Far left is #1

fb-design Fb-allow

1,591.10 2,900.00

1,591.10 2,900.00

Summary of Shear Values

Vactual

2.15

2.15

Max. "+" Defl

0.0000

Values in KIPS

fv-design Fv-allow

77.52 290.00

77.52 290.00

Location in Span

Tooo

C. W. Howe Partners Inc.S t r u c t u r a l a n d C i v i l 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 2,20103347 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) 1989-2008www.retainpro.com/supportforiatestreiease Cantilevered Retaining Wall Design Code: CBC 2007Registration #:RP-1 176695 RP2007-R ° a

Criteria |

Retained Height = 3.25 ft

Wall height above soil = 0.00 ftSlope 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 activelateral soil pressure options:

USED for Soil Pressure.NOT USED for Sliding Resistance.

USED for Overturning Resistance.

Surcharge Loads |Surcharge Over Heel = 0.0 psfUsed To Resist Sliding & Overturning

Surcharge Over Toe = 0.0 psfUsed for Sliding & Overturning

Axial Load Applied to Stem |Axial Dead Load = 0.0 IbsAxial Live Load = 0.0 IbsAxial Load Eccentricity = 0.0 in

Design Summary |Wall Stability RatiosOverturning = 1 80 OK

Slab Resists All Sliding !

Total Bearing Load = 625 Ibs...resultant ecc. = 4.82 in

Soil Pressure @ Toe = 698 psf OKSoil Pressure @ Heel = 0 psf OK

Allowable = 1,500 psfSoil Pressure Less Than Allowable

ACI Factored @ Toe = 838 psfACI Factored @ Heel = 0 psf

Footing Shear @ Toe = 3.1 psi OKFooting Shear @ Heel = 0.0 psi OK

Allowable = 75.0 psi

Sliding Calcs Slab Resists All Sliding !Lateral Sliding Force = 31 5. 7 Ibs

Load FactorsBuilding Code CBC 2007Dead Load 1 .200Live Load 1 .600Earth, H 1.600Wind, W 1.600Seismic, E 1000

Soil DataAllow Soil Bearing = 1

| Footing Dimensions &500.0 psf Toe Width

Equivalent Fluid Pressure Method Heel Width =Heel Active Pressure = 37.0 osf/ft Total Footina Width =Toe Active Pressure =Passive Pressure =

37.0 psf/ft Footing Thickness =250.0 psf/ft

Soil Density, Heel = 11 0.00 pcf ^™ ISoil Density, ToeFooting||Soil Friction =

Soil height to ignorefor passive pressure =

Lateral Load Applied to

Lateral Load =...Height to Top =...Height to Bottom =

| Stem ConstructionDesign Height Above Ftg

Wall Material Above "Ht"ThicknessRebar SizeRebar SpacingRebar Placed at

Design Datafb/FB + fa/FaTotal Force @ SectionMoment.... ActualMoment AllowableShear ActualShear AllowableWall WeightRebar Depth 'd'

0.00 pcf K DiStance from Toe

0.300fc = 2, 500 psi Fy =

n nn . Footing Concrete Density =au m Min. As %

Cover @ Top = 2.00 in @

Stem | Adjacent Footing Load0.0 #/ft Adjacent Footing Load =

0.00 ft Footing Width =0.00 ft Eccentricity =

Wall to Ftg CL DistFooting TypeRacp Ahnx/P/Rplnw ^nilOdoC rMJUVC/DCIUW OUII

at Back of WallPoisson's Ratio =

• Top Stem•• Stem OK

f t= 0.00= Concrete

8.00# 416.00Edge

= 0.131

lbs= 312.7ft-#= 338.7

= 2,580.5psi= 6.5psi = 75.0

= 100.0in= 4.00

Strengths |1.33ft0.67

""2.00

12.00 in

0.00 in0.00 in0.00ft

60,000 psi150.00 pcf0.0018

Btm.= 3.00 in

10.0 Ibs

0.00ft0.00 in0.00ft

Line Load

0.0ft

0.300

LAP SPLICE IF ABOVE in= 18.72LAP SPLICE IF BELOW in =HOOK EMBED INTO FTG in = 8.40

Masonry DatafmFsSolid Grouting

Modular Ratio 'n'Short Term FactorEquiv. Solid Thick.Masonry Block TypeMasonry Design Method

Concrete DatafcFy

psi =psi =

=

—

=== Medium Weight= ASD

psi= 2,500.0psi= 60,000.0

C. W. Howe Partners Inc.Structural Engineering Consultants3347 Motor Ave, Suite 200Los Angeles CA 90034(310)838-0383

Title : UCLA T.I. Loading Dock Side WallJob* : 10F02 Dsgnr: Cris PaniDescription....

Date:Page:JUN 2,2010

This Wall in File: F:\Projects\2010\Structural\10F02 UCLA MRetain Pro 2007 , 24-Jul-2008, (c) 1989-2008www.retainpro.com/support for latest releaseRegistration # : RP-1176695 RP2007-R

Cantilevered Retaining Wall Design Code: CBC 2007

Footing Design Results |Toe Heel

Factored Pressure = 838 0 psfMu' : Upward = 0 0 ft-#Mu' : Downward = 0 0 ft-#Mu: Design = 339 0 ft-#Actual 1 -Way Shear = 3.12 0.00 psiAllow 1 -Way Shear = 75.00 0.00 psiToe Reinforcing = None Spec'dHeel Reinforcing = None Spec'dKey Reinforcing = None Spec'd

Summary of Overturning & Resisting

Other Acceptable Sizes & SpacingsToe: Not req'd, Mu < S * FrHeel: Not req'd, Mu < S * FrKey: No key defined

Forces & Moments |OVERTURNING RESISTING

Force Distance Moment Force Distance MomentItem Ibs ft ft-# Ibs ft ft-#

Heel Active Pressure = 334.2 1 .42Surcharge over Heel =Toe Active Pressure = -18.5 0.33Surcharge Over Toe =Adjacent Footing Load =Added Lateral Load =Load @ Stem Above Soil =

473.4 Soil Over Heel = 2.00Sloped Soil Over Heel =

-6.2 Surcharge Over Heel =Adjacent Footing Load =Axial Dead Load on Stem =

* Axial Live Load on Stem =Soil Over Toe =

Total 315.7 O.T.M. =

Resisting/Overturning Ratio = 1.80Vertical Loads used for Soil Pressure = 624.5 Ibs

Vertical component of active pressure used for soil pressure

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 WeightVert. 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.

DESIGNER NOTES:

Sliding Restraint

698.24psf

8.in Cone w/#4 @ 16.in o/c

Sliding Restraint

#[email protected]

@Toe

#[email protected]

@Heel

Designer select

all horiz. reinf. •

See Appendix A

4"2"

r-4" 8"

2-0"

C. W. Howe Partners Inc.Structural Engineering Consultants3347 Motor Ave, Suite 200Los Angeles CA 90034(310)838-0383

Title • UCLA T.I.Job* : 10F02Description....

Page:.Dsgnr: Cris Pani Date: JUN 2,2010

This Wall in File: F:\Projects\2010\Structural\10F02 UCLA MRetain Pro 2007 , 24-Jul-2008. (c) 1989-2008www.retainpro.com/support for latest releaseRegistration # : RP-1176695 RP2007-R

Cantilevered Retaining Wall Design Code: CBC 2007

Criteria |

Retained Height - 5.00 ftWall height above soil = 0.00 ftSlope 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 activelateral soil pressure options:

USED for Soil Pressure.NOT USED for Sliding Resistance.

USED for Overturning Resistance.

Soil Data

Allow Soil BearingEquivalent Fluid PressureHeel Active PressureToe Active PressurePassive PressureSoil Density, HeelSoil Density, ToeFooting||Soil Friction

Soil height to ignorefor passive pressure

1

= 1,500.0 psfMethod

37.0 psf/ft37.0 psf/ft

= 250.0 psf/ft= 110.00pcf

0.00 pcf= 0.300

= 0.00 in

Footing Dimensions &

Toe WidthHeel WidthTotal Footing Width =Footing Thickness =

Key WidthKey DepthKey Distance from Toe =

fc = 2,000psi Fy =Footing Concrete Density =Min. As %Cover @ Top = 2.00 in @

Strengths |2.67ft0.833.50

15.00 in

0.00 in0.00 in0.00ft

60,000 psi150.00 pcf0.0018

Btm.= 3.00 in

Surcharge Loads J Lateral Load Applied to Stem | Adjacent Footing LoadSurcharge Over Heel = 100.0 psfUsed To Resist Sliding & Overturning

Surcharge Over Toe = 100.0 psfUsed for Sliding & Overturning

Axial Load Applied to Stem |Axial Dead Load = 0.0 IbsAxial Live Load = 0.0 IbsAxial Load Eccentricity = 0.0 in

| Design Summary |Wall Stability RatiosOverturning = 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 OKSoil Pressure @ Heel = 0 psf OK

Allowable = 1,500 psfSoil Pressure Less Than Allowable

ACI Factored @ Toe = 1,392 psfACI Factored @ Heel = 0 psf

Footing Shear @ Toe = 5.5 psi OKFooting Shear @ Heel = 0.0 psi OK

Allowable = 67.1 psiSliding Calcs Slab Resists All Sliding !

Lateral Sliding Force = 800.5 Ibs

.ateral Load =..Height to Top =..Height to Bottom =

Stem ConstructionDesign Height Above Ftc

Wall Material Above "HfThicknessRebar SizeRebar SpacingRebar Placed at

Design Datafb/FB + fa/FaTotal Force @ SectionMoment.... ActualMoment AllowableShear ActualShear AllowableWall WeightRebar Depth 'd'LAP SPLICE IF ABOVELAP SPLICE IF BELOWHOOK FMRFR IMTO FT

0 0 #/ft Adjacent Footing Load0.000.00

|

ft

Ibsft-#

psipsi

ininin

CZ in

ft Footing Width =ft Eccentricity =

Wall to Ftg CL DistFooting TypeRocpa A hrtvA/Rp!n\A/ ^nilOdoC /AUUVG/DdUW OUII

at Back of WallPoisson's Ratio =

Top StemCfom C\Koiem \jf\0

= Concrete10.00# 416.00Edge

= 0.360

960.11,891.25,250.7

10.067.1

125.08.00

20.93

= Q ^Q

0.0 Ibs0.00ft0.00 in0.00ft

Line Load

0.0ft

0.300

Load FactorsBuilding CodeDead LoadLive LoadEarth, HWind, WSeismic, E

CBC 20071.2001.6001.6001.6001.000

Masonry Dataf m psi =Fs psi =Solid Grouting =

Modular Ratio 'n' =Short Term Factor =Equiv. Solid Thick. =Masonry Block TypeMasonry Design Method

Concrete Dataf c psi =Fy psi =

Medium WeightASD

2,000.060,000.0

C. W. Howe Partners Inc.Structural Engineering Consultants3347 Motor Ave, Suite 200Los Angeles CA 90034(310)838-0383

Title UCLA T.I.Job# : 10F02Description....

Dsgnr: Cris Pani Date:Page:JUN 2,2010

This Wall in File: F:\Projects\2010\Structural\10F02 UCLA MRetain Pro 2007 , 24-Jul-2008, (c) 1989-2008www.retainpro.com/support for latest releaseRegistration # : RP-1176695 RP2007-R

Cantilevered Retaining Wall Design Code: CBC 2007

Footing Design Results

Factored PressureMu' : UpwardMu' : DownwardMu: DesignActual 1-Way ShearAllow 1 -Way ShearToe ReinforcingHeel ReinforcingKey Reinforcing

Toe1,3923,3081 ,6861,622

5.5067.08

= None Spec'd= None Spec'd= None Spec'd

HeelOpsfOft-#Oft-#Oft-#

0.00 psi0.00 psi Other Acceptable Sizes & Spacings

Toe: Not req'd, Mu < S * FrHeel: Not req'd, Mu < S * FrKey: No key defined

Summary of Overturning & Resisting Forces & MomentsOVERTURNING

Force Distance MomentIbs ft ft-#

722.7210.2-68.0-64.5

2.083.130.640.96

1,505.5657.0-43.4-61.8

Item

Heel Active Pressure =Surcharge over Heel =Toe Active Pressure =Surcharge Over Toe =Adjacent Footing Load =Added Lateral Load =Load @ Stem Above Soil =

Total = 800.5 O.T.M. = 2,057.3

Resisting/Overturning Ratio = 1.67Vertical Loads used for Soil Pressure = 1,548.9 Ibs

Vertical component of active pressure used for soil pressure

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 WeightVert. Component =

Total =

RESISTINGForce Distance

Ibs ft

3.50

3.50

Momentft-#

267.0625.0

656.9

1.341.343.09

1.75

356.41,929.2

1,150.6

3.50

1,548.9 Ibs R.M.= 3,436.2* Axial live load NOT included in tptal displayed, or used for overturning

resistance, but is included for soil pressure calculation.

DESIGNER NOTES:

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

8" A

.in

@Toe

#[email protected]

@Heel

2"

Designer select

all horiz. reinf. h*

See Appendix A u2'-8" 10"

3'-6"

TAt

A3"

C. W. Howe Partners Inc.S t r u c t u r a l a n d C i v i l E n g i n e e r i n g

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

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