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HomeMy WebLinkAboutRW080308 - CALCSC.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 �0q>0309 Job # • Date: Designed by• 12201.8 5-08 Sheet # COVER of 10 STRUCTURAL CALCULATIONS CAISSONS IN SLOPE CREEP ZONES AT SEAT WALL- SE4T WALL AT RETAINING 1IARuI1OTfl. NEWPORT COAST 4/LEAS LA J/IST4 841? MARRIOTT'S VACATION CLUB INTERNATIONAL - NEWPO/;T COA� ��� �,� HRP Studio VALLEY CREST DESIGN GROUP L4NDSCAPE ARCHITECTURE 3242 HALL4DAY - SUITE 203 SANTA AN,4, CA 92705 P. (714) 557-5852 "F. (714) 557-7621 Specialty Structural Sevices, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 T. (949) 548-7144 * F. (949) 548-9590 Retain Pro 2007 , 1-Jan-2007, (c) 1989-2007 www.retainpro.com/support for latest release Registration # : RP-1157215 2007000 Title : Marriott la Vista Bar Seat Wall Page: 1 Job # : 12201.8 Dsgnr: CKA Date: MAY 21,2008 Description.... 3' retain -level backfill This Wall in File: c:\program files\rp2007\marriott la vista b; Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem = Vertical component of active lateral soil pressure options: USED for Soil Pressure. NOT USED for Sliding Resistance. USED for Overturning Resistance. 3.00 ft 1.50 ft 0.00 : 1 12.00 in 0.0 ft 0.0 psf Surcharge Loads 1 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 = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 Ibs 0.0 in rSoil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density = 110.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom *Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.41 OK = 2.19 OK = 1,175 lbs = 4.76 in Soil Pressure @ Toe = 1,013 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,145 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable = 4.1 psi OK = 4.4 psi OK = 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 450.0 Ibs less 100% Passive Force = 600.0 lbs less 100% Friction Force = 387.4 Ibs Added Force Req'd ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 lbs 0.0 Ibs OK OK = 0.0 #/ft = 0.00 ft = 0.00 ft Stem Construction Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data UBC 1997 1.200 1.600 1.600 1.300 1.000 Footing Dimensions & Strengths Toe Width = 0.67 ft Heel Width = 1.67 Total Footing Width = 2.34 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Top Stem Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 1 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= 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 = 6.00 Masonry Data fm psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Special lnspection = No Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data Stem OK 0.00 Masonry 8.00 # 4 16.00 Center fc psi = Fy psi = 0.587 275.0 286.7 488.6 6.8 19.4 78.0 3.75 20.00 Specialty Structural Sevices, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 T. (949) 548-7144 * F. (949) 548-9590 Retain Pro 2007 , 1-Jan-2007, (c) 1989-2007 www.retainpro.com/support for latest release Registration # : RP-1157215 2007000 Title : Marriott la Vista Bar Seat Wall Job # : 12201.8 Dsgnr: CKA Description.... 3' retain -level backfill Page: �— Date: MAY 21,2008 This Wall in File: c:\program files\rp2007\marriott la vista b. Cantilevered Retaining Wall Design Code: 1997 UBC Footing Design Results Toe Factored Pressure = 1,145 Mu' : Upward = 353 Mu' : Downward = 109 Mu: Design = 243 Actual 1-Way Shear = 4.10 Allow 1-Way Shear = 85.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel 0 psf 125 ft-# 503 ft-# 378 ft-# 4.39 psi 85.00 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 OVERTURNING Force Distance Ibs ft Moment ft-# Heel Active Pressure = 520.0 1.33 Toe Active Pressure = -70.0 0.67 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 693.3 -46.7 = 450.0 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.41 1,174.8 lbs Vertical component of active pressure used for soil pressure 646.7 RESISTING Force Distance Moment Ibs ft ft-# 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 Weighs = Key Weight Vert. Component 331.1 1.84 608.7 0.00 73.7 0.34 24.7 351.0 1.00 352.2 351.0 1.17 410.7 68.0 2.34 159.2 Total = 1,174.8 lbs R.M.= 1,555.4 DESIGNER NOTES: C.K. ALLEN Jr. STRUCTURAL ENGINEER 11:11111(1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 1'-0" #0@0.in @Toe #0@0.in @ Heel 8.in Mas w/ #4 @ 16.in o/c Solid Grout, Designer select all horiz. reinf. See Appendix A Job # : Date: 12201.8 5-08 Designed by• 3 Sheet # of C.K. ALLEN Jr. STRUCTUiriRAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 1.012.6psf Job #: Date: 12201.8 5-08 Designed by• 4 Sheet # of Specialty Structural Sevices, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 T. (949) 548-7144 * F. (949) 548-9590 Title : Marriott La Vista Seat Wall 2 Page: � Job # : 12201.8 Dsgnr: CKA Date: MAY 21__,P008 Description.... 2' retain -level backfill This Wall in File: C:\Program Files\RP20071marriott la vista Retain Pro 2007 , 1-Jan-2007, (c) 1989-2007 www.retainpro.com/support for latest release Registration # : RP-1157215 2007000 Cantilevered Retaining Wall Design Code: 1997 UBC Criteria Retained Height = 2.00 ft Wall height above soil = 1.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 = Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 lbs 0.0 in *Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.73 OK = 3.78 OK = 727 Ibs 3.00 in Soil Pressure @ Toe = 827 psf OK Soil Pressure @ Heel = 44 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 940 psf = 50 psf 2.2 psi OK 1.9 psi OK 85.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 222.5 Ibs less 100% Passive Force = 600.0 lbs less 100% Friction Force = 241.2 lbs Added Force Req'd ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure = 35.0 psf/ft = 300.0 psf/ft = 110.00 pcf = 0.350 = 0.00 in Lateral Load Applied to Stem = 0.0 Ibs OK = 0.0 lbs OK Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft = 0.00 ft Stem Construction UBC 1997 1.200 1.600 1.600 1.300 1.000 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 Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Footing Dimensions & Strengths Toe Width = Heel Width = Total Footing Width = Footing Thickness = 12.00 in Key Width = Key Depth Key Distance from Toe 0.50 ft 1.17 1.67 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Top Stem Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= Stem OK 0.00 Masonry 8.00 # 4 16.00 Center Ibs = ft-# = psi = psi = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Masonry Data 0.165 112.5 80.8 488.6 2.8 19.4 78.0 3.75 20.00 6.00 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi= 1,500 psi= 20,000 = Yes = No = 21.48 = 1.000 in = 7.60 = Medium Weight = ASD psi = psi = Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Specialty Structural Sevices, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 T. (949) 548-7144 * F. (949) 548-9590 Retain Pro 2007 , 1-Jan-2007. (c) 1989-2007 www.retainpro.com/support for latest release Registration # : RP-1157215 2007000 Title : Marriott La Vista Seat Wall 2 Job # : 12201.8 Dsgnr: CKA Description.... 2' retain -level backfill Page: �- Date: MAY 21,2008 This Wall in File: C:\Program Files\RP2007\marriott la vista Cantilevered Retaining Wall Design Code: 1997 UBC Footing Design Results Toe 940 = 183 = 69 = 113 2.21 = 85.00 = None Spec'd = None Spec'd = None Spec'd Heel 50 psf 38 ft-# 130 ft-# 92 ft-# 1.88 psi 85.00 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 Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING Force Distance Moment Ibs ft ft-# Load @ Stem Above Soil = 292.5 -70.0 1.00 292.5 0.67 -46.7 Total = 222.5 O.T.M. = 245.8 Resisting/Overturning Ratio = 2.73 Vertical Loads used for Soil Pressure = 727.5 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = Sloped Soil Over He& = 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 110.7 55.0 273.0 250.5 1.42 0.00 0.25 0.83 0.84 38.3 1.67 Total = 727.5 Ibs R.M.= 157.1 13.8 227.5 209.2 63.9 671.4 DESIGNER NOTES: eC.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 1'-0" 8.in Mas w/ #4 @ 16.in o/c Solid Grout, #0@0.in @Toe #0@0.in @ Heel Designer select all horiz. reinf. See Appendix A 6" 1'-2" 1'-8" Job # : 12201.8 Date: 5 - 08 Designed by: Sheet # 7 of 1'-6" 3" 2'-0" 1 3'-6" C.K. ALLEN Jr. / STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 Pp= 600.# . 45psf 827.01 psf 222.5# Job # : 12201.8 Date: 5 - 08 Designed by: 8 Sheet # of C.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949 ) 548-7144 Job # • 12201.8 Date: _ 5 08 Designed by: Sheet # 9 of SPECIALTY STRUCTURAL SERVICES, INC. C. K. ALLEN, STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 PHONE (949) 548-7144 Title : Dsgnr: Description : Scope : Job # Date: 5:37PM, 21 MAY 08 SHEET 10 of 10 Rev: 580002 User KW-0605774, Ver5.8.0, 1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Pole Embedment in Soil Page 1 hrp- marriott newport coast.ecw:Calculations Description Caissons in Creep Zone-Marriott's Newport Coast Villas -La Vista Bar per Report by Leighton and Assoc's dated May 2, 2008 Faeneral Information Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Summary 120.00 pcf 1,500.00 psf 2.000 54.000 in Applied Loads... Point Load distance from base Distributed Load distance to top distance to bottom 6,500.00 Ibs 1.670 ft 0.00 #/ft 0.000 ft 0.000 ft Moments @ Surface... Point load Distributed load 10,855.00 ft-# 0.00 Without Surface Restraint... Required Depth 7.375 ft Press @ 1/3 Embed... Actual 580.86 psf Allowable 581.99 psf Total Moment Total Lateral 10,855.00 ft-# 6,500.00 Ibs THIS APPROVED DRAWING SHALL NOT i:1: CHANGED OR ALTERED ..WITHOUT PERMISSION FROM THE BUILDING INSPECTION DIVISION. THE STAMPING OF THESE PLANS SHALL NOT 6E HELD TO PERMF( OR APPROVE THE VIOLAT tr�r.� r;; :�'y CITY DR COUNTY ORDINANCE OR THIS APPROVED DRAWING h ;l!.. THE CONSSTHU !' DURING Wlii%H i H" PR BY OPUhLIC 0� f D I S A,:C VALLEY"CREST DESIGN GROUP I LANDSCAPE J4RCHITECTURE wJ 3242 HALL,4D,4 V - SUITE 203 S,4NT,4 AN4, C4 92705 P. (714) 557-5852 *. F. (714) 557-7621 fZ jJ ob�3o6 C.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 Job # • Date: Designed by• Sheet # 12201.8 5-08 COVER of 10 STRUCTUR,4L C,4LCl/L 4TIONS CAISSONS /N SLOPE CREEP ZONES AT SEAT WALL- SE4 T WALL AT RETAINING 1W4RR10!T'S NEWPORT COAST 1/11148 L4 I/IST4 13411 MARfi/OTT'S VACATION CLUB IIVTERNA TIOA4L - NEWPORT COAST, C,4 '��,0y .-:. .. ... .i��OFE5Sl0�, rC� p studio Sp :laity Structural Services, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 (949) 548-7144 A Title Marriott la Vista Bar Seat Wall Job # : 12201.8 Dsgnr: CKA Description.... 3' retain -level backfill Page: 1 Date: MAY 21,2008 This Wall in File: C:\Program Files\RP2007\marriott la vista Retain Pro 2007 , 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1157215 RP2007-N Cantilevered Retaining Wall Design Criteria 1 Retained Height = 3.00 ft Wall height above soil = 1.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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. NOTUSED for Sliding Resistance. USED for Overturning Resistance. Surcharge Loads 1 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 Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 Ibs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 1 2.37 OK 2.14 OK 1,101 lbs 4.41 in 914 psf OK 28 psf OK 1,500 psf Allowable 1,029 psf 31 psf 3.5 psi OK 4.3 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 450.0 lbs less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 600.0 lbs 361.6 Ibs 0.0 lbs OK 0.0 lbs OK Soil Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 0.00 in 35.0 psf/ft = 300.0 psf/ft = 110.00 pcf 0.00 pcf = 0.350 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft = 0.00 ft 0.00 ft Stem Construction 1 CBC 2007 1.200 1.600 1.600 1.300 1.000 Design Height Above FtE Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Code: CBC 2007 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width = 2.34 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Top Stem 0.67 ft = 1.67 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load 1 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= Stem OK 0.00 Masonry 8.00 # 4 16.00 Center 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 0.587 275.0 286.7 488.6 6.8 19.4 78.0 3.75 24.00 6.00 fm Fs Solid Grouting Use Full Stresses Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = 1,500 psi = 20,000 Yes No 21.48 1.000 in = 7.60 = Medium Weight = ASD psi = psi = Six ;laity Structural Services, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 (949) 548-7144 Retain Pro 2007 , 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1157215 RP2007-N Title : Marriott la Vista Bar Seat Wall Page: .��� Job # : 12201.8 Dsgnr: CKA Date: MAY 21,2008 Description.... 3' retain -level backfill This Wall in File: C:1Program Files1RP20071marriott la vista Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results 1 Toe Factored Pressure = 1,029 Mu' : Upward = 318 Mu' : Downward = 109 Mu: Design = 209 Actual 1-Way Shear = 3.48 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Heel 31 psf 135 ft-# 503 ft-# 368 ft-# 4.32 psi 75.00 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 OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = RESISTING Force Distance Moment Ibs ft ft-# 1 520.0 1.33 693.3 Soil Over Heel = -70.0 0.67 -46.7 Sloped Soil Over Heel = Total = 450.0 O.T.M. = 646.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Vertical component of active pressure used for soil pressure = 2.37 1,101.1 Ibs 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 = 331.1 351.0 351.0 1.84 0.00 0.34 1.00 1.17 68.0 2.34 1,101.1 Ibs R.M.= 608.7 352.2 410.7 159.2 1,530.7 DESIGNER NOTES: C.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 #0@0.in @Toe #0@0.in @ Heel 8.in Mas w/ #4 @ 16.in o/c Solid Grout, Designer select all horiz. reinf. See Appendix A 8" Job # 12201.8 Date: 9 - 08 Designed by• Sheet # 3 of 1'-8" 2'-4" 1'-6" 3'-0" 4'-6" C.K. ALLENENGINEER Jr. STRUCTURAL le1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 Pp= 600.# 913.58psf .548psf 450.# Job # • Date: 12201.8 9-08 Designed by• Sheet # 4 - of Si:_:.iaity Structural Services, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 (949) 548-7144 Title : Marriott La Vista Seat Wall 2 Page: 5 Job # : 12201.8 Dsgnr: CKA Date: MAY 21,2008 Description.... 2' retain -level backfill This Wall in File: C:\Program Files\RP2007\marriott la vista Retain Pro 2007 , 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1157215 RP2007-N Cantilevered Retaining Wall Design Code: CBC 2007 Criteria 1 Retained Height = 2.00 ft Wall height above soil = 1.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 12.00 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 1 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 Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 Ibs 0.0 in Design Summary 1 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.68 OK 3.69 OK = 672 lbs 2.67 in Soil Pressure @ Toe = 725 psf OK Soil Pressure @ Heel = 81 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = ACI Factored @ Heel = 820 psf 91 psf Footing Shear @ Toe = 1.7 psi OK Footing Shear @ Heel = 1.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 222.5 lbs 600.0 Ibs 222.0 lbs 0.0 Ibs OK 0.0 lbs OK Soil Data 1 Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 65.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 0.00 in 35.0 psf/ft 300.0 psf/ft = 110.00 pcf 0.00 pcf 0.350 Lateral Load Applied to Stem I Lateral Load ...Height to Top ...Height to Bottom 0.0 #Ift = 0.00 ft = 0.00 ft Stem Construction 1 CBC 2007 1.200 1.600 1.600 1.300 1.000 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 lbs = 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 Fs Solid Grouting Use Full Stresses Modular Ratio'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Top Stem Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width = 1.67 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft 0.50 ft 1.17 fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover © Top = 3.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.300 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 1 ft= Stem OK 0.00 Masonry 8.00 # 4 = 16.00 Center = 0.165 112.5 80.8 488.6 2.8 19.4 78.0 3.75 24.00 6.00 psi = psi = 1,500 20,000 Yes No = 21.48 1.000 in = 7.60 = Medium Weight = ASD psi = psi = Specialty Structural Services, Inc. C. K. Allen, Structural Engineer 1967 Rosemary Place Costa Mesa, CA 92627 (949) 548-7144 Title : Marriott La Vista Seat Wall 2 Job # : 12201.8 Dsgnr: CKA Description.... 2' retain -level backfill Page: Date: MAY 21,26108 This Wall in File: C:\Program Files\RP2007\marriott la vista Retain Pro 2007 , 24-Jul-2008, (c) 1989-2008 www.retainpro.com/support for latest release Registration # : RP-1157215 RP2007-N Cantilevered Retaining Wall Design Code: CBC 2007 Footing Design Results 1 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe 820 161 69 91 1.74 75.00 None Spec'd None Spec'd None Spec'd Heel 91 psf 42 ft-# 130 ft-# 88 ft-# 1.80 psi 75.00 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 Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load OVERTURNING Force Distance Moment Ibs ft ft-# Load @ Stem Above Soil = Total 292.5 1.00 -70.0 0.67 RESISTING Force Distance Moment Ibs ft ft-# 292.5 Soil Over Heel = -46.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe Surcharge Over Toe 222.5 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.68 672.5 lbs Vertical component of active pressure used for soil pressure 245.8 Stem Weight(s) _ Earth @ Stem Transitions = Footing Weight Key Weight Vert. Component Total = 110.7 1.42 157.1 0.00 0.25 273.0 0.83 227.5 250.5 0.84 209.2 38.3 1.67 63.9 672.5 lbs R.M.= 657.6 DESIGNER NOTES: C.K. ALLEN Jr. 1STRUCIURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 1'-0" 8.in Mas w/ #4 @ 16.in o/c Solid Grout, #0@0.in @Toe #0@0.in @ Heel Designer select all horiz. reinf. See Appendix A Job # 12201.8 Date: 9 - 08 Designed by• Sheet # 7 of A 1,-6„ 3" 3'-6" 2'-0" V 1'-0" 3" V C.K. ALLEN Jr. e STRUCTURAL ENGINEER lb(1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 Pp= 600.# . 31 psf 724.85psf 222.5# Job # • 12201.8 Date: 9 - 08 Designed by• Sheet # 8 of C.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (9491 548-7144 CAisso y+ 5' D r.C, DESIGN P1 ASOCIAtE EFP Eacting' Job # 12201 Date: 5 ` 08 Designed by. - 9 Sheet # of anon .diaretx p► of al depth of creep- zone � 2'6"1'601 ►e,th ee ed computeroteeellalirsis .for aisson de f Ma►rIoUca ssOns nor ep Igo Specialty Structural Services, Inc C. K. Allen, SE 1967 Rosemary Place Costa Mesa, CA 92627 Title Block" selection. Title Block Line 6 Pole Embedded in Soil Title : Dsgnr: Project Desc.: Project Notes : Job # SHEET 10 of 10 Printed: 17 SEP 2008. 6 43PM ENERCALC, INC. 1983-2008, Ver. 6.0.19, N:06792 License Owner : SPECIALTY STRUCTURAL SERVICES INC. Description : Caissons in Creep Zone - Marriott's Newport Coast Villas - La Vista Bar - per Report by Leighton & Assocs. dated may 2, 2008 - HRP Studio General Information Pole Shape Circular Pole Diameter 54.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive 120.0 Pcf Max Passive 1,500.0 psf Controlling Values Goveming Load Combination : +D+W+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 6.50 k 10.8550 k-ft 580.861 Psf 581.995 Psf Minimum Required Depth 7.3750 ft Footing Base Area Maximum Soil Pressure Applied Loads 15.9043 ftA2 0.0 ksf Assumes pole is square Code References: 2006 IBC 1805.7.2, 1997 UBC 1806.8.2.1 Weralrelann Lateral Concentrated Load Lateral Distributed Load Applied Moment Vertical Load D : Dead Load 0.0 k Lr : Roof Live 0.0 k L:Live 0.0k S : Snow 0.0 k W : Wind 6.50 k E : Earthquake 0.0 k H : Lateral Earth 0.0 k Load distance above Base 1.670 ft Load Combination Results 0.0 k/ft 0.0 k/ft 0.0 kift 0.0 kift 0.0 k/ft 0.0 k/ft 0.0 kift TOP of Load above ground 0.0 ft BOTTOM of Load above ground 0.0 ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k-ft 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Load Combination Forces @ Ground Surface Loads - (k) Moments - (ft-k) Required Depth - (ft) Pressure @ 1/3 Depth Actual - (psf) Allow - (psf) +D+W+H 6.5 10.9 7.38 580.9 582.0 C.K. ALLEN Jr. STRUCTURAL ENGINEER 1967 ROSEMARY PLACE COSTA MESA, CA 92627 (949) 548-7144 k Job # • Date: Designed by. Sheet # lb 0 So of ,A07 "Z„., 0 - a(0 0 , 7 . �,�..i' (✓`/sc.:13 ( pc�,,r7J ) A4 r , A 7 0 C) 7 A� c:0? /Two f� y� ^yy� NR �'s / �✓ _,Y Z Via. FL'/g r 6s 'd i �r Coin f�a%? (`3 A SPECIALTY STRUCTURAL SERVICES, INC. Title : C. K. ALLEN, STRUCTURAL ENGINEER Dsgnr: 1967 ROSEMARY PLACE Description COSTA MESA, CA 92627 Scope : PHONE (949) 548-7144 Rev: 580006 User KW-0605774, Ver 5.8.0, 1-Nov-2006 Built -Up Section Properties (c)1983-2006 ENERCALC Engineering Software Description Handrail Channel - 1" x 1/2" x 3/16" thick Job # Date: 1:38PM, 18 SEP 08 Page 1 hrp handrail.ecw:Calculations General Information Type... X cg Y cg #1 Rectangular Height 1.0000 in Width 0.1880 in 0.0940 in 0.5000 in #2 Rectangular Height 0.1880 in Width 0.3120 in 0.3440 in 0.0940 in #3 Rectangular Height 0.1880 in Width 0.3120 in 0.3440 in 0.9060 in Summary Total Area X cg Dist. Y cg Dist. 0.3053 in2 0.1901 in 0.5000 in Ixx 0.035 in4 r xx IYY 0.006 in4 r yy Edge Distances from CG... +X 0.3099 in S left -X-0.1901 in S right +Y 0.5000 in S top -Y-0.5000 in S bottom 0.3403 in 0.1404 in 0.0317 in3 0.0194 in3 0.0707 in3 0.0707 in3 Sketch & Diagram Datum Specialty Structural Services, Inc C. K. Allen, SE 1967 Rosemary Place Costa Mesa, CA 92627 Title Block" selection. Title Block Line 6 Concrete Column Lic. # : KW-06005774 Title : Dsgnr. Project Desc.: Project Notes : Job # Printed 18 SEP 2008. 8:42AMl File: C:IDocuments and SettingslOwnerIMy Documents IENERCALC Data Fileslhrp - maniott's la vista bar.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.19, N:06792 Description : Concrete Caissons - Marriott's Newpoer Coast Villas - La Vista Bar - HRP Maximum Reactions - Unfactored Load Combination Reaction along X-X Axis @ Base @ Top License Owner : SPECIALTY STRUCTURAL SERVICES INC. Reaction along Y-Y Axis @ Base @ Top Note: Only non -zero reactions are listed. D Only W Only D+L+S+W/2 D+L+W+S/2 6.500 3.250 6.500 Maximum Deflections for Load Combinations • Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only W Only D+L+S+W/2 D+L+W+S/2 Sketches 0.0000 in 0.0000 in 0.0000 in 0.0000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 in 0.000 in 0.000 in 0.000 in 0.000 ft 0.000 ft 0.000 ft 0.000 ft • 16 Interaction Diagram • 88 • 18.0 In 446.3 401.6 _ 357.0 _ 312,4 _ 267.8 _ 223.1 _ 178.5 133.9 _ 89.3 44.6 Concrete Column P-M Interaction Diagram Allowable Moment (k-ft) -24.8 -49.7 _ -74.5 _ -99.4_ -124.2 - — Allowable Axial (k) 0 0 9.0 18.0 27.0 36.0 45.0 54.0 63.0 72.0 81.0 90.0 specialty Structural Services, Inc C. K. Allen, SE 1967 Rosemary Pladr,,. :. a COSta Mesa, CA 92627 1 itle Block" selection. Title Block Line 6 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed:18 SEP 2008, 8:42AM Concrete Column File: C:1Documents and SettingstOwner\My Documents\ENERCALC Data Filesthrp- marriotrs la vista bar.ec6 ENERCALC, INC. 1983-2008, Ver: 6.0.19, N:06792 Lic. # : KW-06005774 License Owner : SPECIALTY STRUCTURAL SERVICES INC. Description : Concrete Caissons - Marriott's Newpoer Coast Villas - La Vista Bar - HRP General Information fc : Concrete 28 day strength E= Density R Fy - Main Rebar E - Main Rebar Allow. Reinforcing Limits Min. Reinf. Max. Reinf. 3.0 ksi 3,122.0 ksi 145.0 pcf = 0.850 = 60.0 ksi = 29,000.0 ksi ASTMA615 Bars Used 0.50 0/0 = 8.0% Load Combination 2006 IBC & ASCE 7-05 Column Cross Section Code Ref : 2006 IBC, ACI 318-05 Overall Column Height = 10.0 ft End Fixity Top Free, Bottom Fixed ACI Code Year ACI 318-05 Brace condition for deflection (buckling) along columns : X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis :Fully braced against buckling along Y-Y Axis Type of Stirrups used : Spirals Fy - Stirrups = 40.0 ksi E - Stirrups = 29,000.0 ksi Circular Column Section : 18.0in diameter Rebar Sizes & Locations Bar Size X Y # in in # 6 5,625 0,000 Applied Loads Total bars = 4 Bar Size X Y # in in # 6 0.000 5.625 Column self weight included : 2,562.36 Ibs * Dead Load Factor BENDING LOADS Lat. Point Load at 1.670 ft creating Mx-x, W = 6.50 k DESIGN SUMMARY .• . '6) 18.0 In Circular Column Note: Bar distances are from column center. Bar Size X Y in in # 6 -5.625 0,000 Bar Size X in # 6 -0.000 Y in -5.625 Entered loads factored per load combinations specified by user. Maximum Stress Ratio = 0.31552 : 1 Load Combination +1.20D+0.50Lr+0.50L+1.60W Location of max.above base At maximum location values are ... Pu cp*Pn Mu-x cp* Mn-x : Mu-y cp*Mn-y: Column Capacities ... Pnmax : Nominal Max. Compressive Axial Capacity Pnmin : Nominal Min. Tension Axial Capacity cp Pn, max : Usable Compressive Axial Capacity cp Pn, min : Usable Tension Axial Capacity Governing Load Combination Results 0.0 ft 3.0748 k 3.0748 k 17.3680 k-ft 55.0449 k-ft 0.0 k-ft 0.0 k-ft 750.008 k - 105.60 k 446.255 k - 73.920 k Goveming Factored Load Combination +1.20D+0.50Lr+0.50L+1,60W Dist. from base ft 0.00 Maximum SERVICE Load Reactions . Top along Y-Y 0.0 k Top along X-X 0.0 k Maximum SERVICE Load Deflections Along Y-Y -.0091620 in at for load combination : W Only Along X-X 0.0in at for load combination : Bottom along Y-Y Bottom along X-X 10.0 ft above base 0.0 ft above base General Section Information . 9 = 0.70 B =0.850 p : % Reinforcing 0.69164 % Rebar % Ok Reinforcing Area 1.760 inA2 Concrete Area 254.469 inA2 0.0 k 6.50 k 0 = 0.850 Axial Load Analysis k Dist. from Pu cP * Pn Pu/ (pPn base ft S x * Mux 3.07 3.07 1.000 0.00 17.37 Bending Analysis k-ft (Mux/ (pMnx + (p Mnx Sy *Muy cp Mny Muy/ cpMny) 55.04 0.310