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HomeMy WebLinkAbout2 SUNSET HARBOR - CALCSKNA ENGINEERING, INC. • A STRUCTURAL CONSULTING FIRM 30101 Agoura Court - Suite 120 - Agoura Hills, CA 91301 • (818) 865-2026 - FAX (818) 865-1889 STRUCTURAL CALCULATIONS For KNA 04-006 2 Sunset Harbor Newport Beach, CA SHEET INDEX DATED 3/05/2009 PAGES 1- 8 ITEM 1. Site Wall Detail 7/SSR-3 2. Site Wall Detail 8/SSR-3 PAGE 1 5 7.00005in Conc w/ #5 Ca 8.1n o/c 8° #5@18.in @Toe Designer select 45@18.in all horiz. reinf. @ Heel SSg- 3 8" 1 _.. 1 4 1 - r .z. Pp= 500.# pppppp� 90.3# 1677.5psf I KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 8651889 Title: 2 SUNSET HARBOR, NEWPORT COASI Job # KNA 04-006 Dsgnr: H H Date: 2:17PM, 2 MAR 09 Description: SFR ` Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 IL user: KW-0603737,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWail Design Page 1 (0 )1983-2003 ENERCALC Engineering Software04-006,ecw:RETAINING WALL Description ID REV Criteria Retained Height - 0.67 ft Wall height above soil = 11.00 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Soil Density = 110.00 pcf Wind on Stem - 52.0 psf Design Summary LLLJ Total Bearing Load = 2,449 Ibs ...resultant ecc. = 21.32 in `Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction 0.350 Soil height to Ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 4,000 psi Fy = 60,000 psi Min. As % 0.0018 Toe Width - 2A6 ft Heel Width = 3.04 Total Footing Width = W Footing Thickness - 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 In @ Btm.= 3.00 in Stem Construction Design height ft= Wall Material Above "Ht" _ Soil Pressure @ Toe = 1,678 psf OK h c ness Rebar Size - = Soil Pressure @ Heel = 0 psf OK Rebar Spacing = Allowable = 1,995 psf Soil Pressure Less Than Allowable Rebar Placed at - - ACI Factored @ Toe = 2,349 psf Design Data esi g + fa a Fa fb/Total ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 13.2 psi OK TotalForce Force @Section Ibs = Footing Shear @ Heel = 6.3 psi OK Moment Actual ..:Aistual = ft # = Allowable = 107.5 psi Moment.... Walt Stability Ratios Shear ..... Actual psi = Overturning- 1 55 OK Shear..... Allowable psi _= Sliding ` = 2.05 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force _ 662.3 Ibs less 100% Passive Force= - 500.0 Ibs less 100% Friction Force= - 857.0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : '1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,349 0 psf Mu': Upward 5,104 0 ft-# Mu': Downward = 1,156 1,158 ft-# Mu: Design = 3,948 1,158 ft-# Actual 1-Way Shear = 13,18 6.28 psi Allow 1-Way Shear = 107.52 107.52 psi Toe Reinforcing . = # 5 @ 18,00 in Heel Reinforcing = # 5 @ 18.00 In Key Reinforcing = None Spec'd )p Stem Stem OK 0.00 Concrete 7.00 # 5 8.00 Center 0.943 989.6 6,003.5 6,367.0 23.6 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. in = 7.75 Wall Weight = 84.6 Rebar Depth 'd' in = 3.50 Masonry Data fm psi= Fs psi = Solid Grouting - Speciallnspection = Modular Ration' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined LA •KNA ENGINEERING 30101 AGOU.RA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 865 1889 user: rm-utm(37, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 1 D REV Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 2:17PM, 2 MAR 09 Description: SFR Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Page 2 04-006, ecw: RETAINING WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# rleei Hcuve Pressure 90.3 0.67 60.3 Toe Active Pressure = 0.67 Surcharge Over Toe = Adjacent Footing Load - Added Lateral Load = Load @ Stem Above Soil = 572.0 7.50 4,291.9 SeismicLoad Total = 662.3 O.T.M. = 4,352.2 Resisting/Overturning Ratio - 1.65 Vertical Loads used for Soil Pressure = 2,448.5 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load - Axial Dead Load on Stem = Soil Over Toe - Surcharge Over Toe = Stem Weight(s) - Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = Total = 181.2 4.27 773.8 0.00 180.3 1.23 221.6 987.1 2.75 2,714.5 1,100.0 .2.75 3,025.0 Ibs R.M.= 2,448.5 6,734.8 WA C) 4� -rid .3 2'-0" #4@18.1n @Toe #4@18.in @ Heel m pp=655.56# V 704,17# 1726.psf KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026, FAX 818 865 1889 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 1:03PM, 2 MAR 09 Description : SFR Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 User: KW-0603737,Ver6.8.0,1-Dec-2003 Cantilevered Retaining Wall Der56g11 Page 1 1 (0)1983-2003 ENERCALC Ennineerinn Software 04-006.ecw-Caiaulatinns Description 2A 42" WALL Criteria Retained Height 3.00ft Wall height above soil = 0.50 ft Slope Behind_ Wall = 2.00 : 1 Height of Soil over Toe = 24.00 In Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,143 Ibs ...resultant ecc. = 9.70 in i Soil Data Allow Soil Bearing = 2,175.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 75.0 psf/ft Toe Active Pressure 0.0 psf/ft Passive Pressure = 100.0 psf/ft Water height over heel = 0.0 ft FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Stem Construction Design height ft = Wall Material Above "Ht" _ Thickness = Soil Pressure @ Toe = 1,726 psf OK Rebar Size = Soil Pressure @ Heel = 0 psf OK Rebar Spacing _ - Allowable = 2,175 psf Soil Pressure Less Than Allowable Rebar Placed ,at - ACI Factored @ Toe = 2,416 psf Data fb/FBDesign D + fa/Fa - ACI Factored @ Heel = 0 psf Total Force @Section =ofial Ibs = Footing Shear @ Toe = 2.8 psi OK Moment,... Actual ft-# = Footing Shear @ Heel = 0.0 psi OK Moment..... Allowable - Allowable - Wall Stability Ratios 107.5 psi Shear..... Actual psi = Overturning = 2 51 OK Shear.....Allowable si p = p Stem Footing Strengths & Dimensions fc = 4,000 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width = 2.00 ft Heel Width = 0.50 Total Footing Width Footing Thickness = 16.00 in Stem OK 0.00 Masonry 6.00 # 5 16.00 Center Key Width - 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in . @ Btm. 3.00 in 0.947 337.5 " 337.5 356.6 11.9 19.4 Sliding - 1.56 (Vertical Co Bar Develop ABOVE Ht. in = 30.00 Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force = 704.2 Ibs Wall Weight - 58.0 less 100% Passive Force- - 555.6 Ibs Rebar Depth 'd' in = 2.75 less 100% Friction Force= - 544.0 lbs Masonry Data Added Force Req'd - 0.0 Ibs OK fm Fs psi= psi = 1,500 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting - Yes. Footing Design Results Special Inspection = No Modular Ratio'n' = 25.78 Toe Heel Short Term Factor Factored Pressure - 2,416 0 psf Equiv. Solid Thick. in = 5.60 Mu': Upward = 3,637 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 1,328 0 ft-# Concrete Data Mu: Design = 2,310 0 ft-# fc psi = Actual I -Way Shear = 2.83 0.00 psi Fy psi= Allow 1-Way Shear = 107.52 0.00 psi other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 In Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 18.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined XNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 8661889 Description 2A 42" WALL Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 1:03PM, 2 MAR 09 Description: SFR Scope : Code Ref: ACI 318 02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Page 2 04.006.ecw: Calculations Summa of Overturnin & Resistin Forces &..Moments ....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure - 704.2 1.44 1,017.1 Soil Over Heel = 2.50 Toe Active Pressure - 1.11 Sloped Soil Over Heel = 2.50 Surcharge Over Toe = Surcharge Over Heel - Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load - Axial. Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe - 440.0 1.00 440.0 SeismicLoad - Surcharge Over Toe - Stem Weights) = 203.0 2.25 456.8 Total = 704.2 Q.T.M. = 1,017.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.51 Footing Weight - 500.0 1.25 625.0 Vertical Loads used for Soil Pressure = 1,143.0 Ibs Key Weight = ' Vert. Component = 411.2 2.50 1,028.1 Vertical component of active pressure NOT used for soil pressure Total = 1,554.2 Ibs R.M.= 2,549.8 I t KNA ENGINEERING, INC; - • A STRUCTURAL CONSULTING FIRM 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 • FAX (818) 865-1889 STRUCTURAL CALCULATIONS For KNA 04-006 2 Sunset Harbor Newport Beach, CA SHEET INDEX DATED 3/05/2009 PAGES 1- 8 ITEM 1. Site Wall Detail 7/SSR-3 2. Site Wall Detail 8/AR-3 0 PAGE 1 5 7.00005in Conc w/ #5 (a 8.1n o/c 81, #5@18.ln @Toe Designer select #5@1 8.in all horiz. reinf. @ Heel 8"" V-4" 3" n� CLA - (D o ('e, 31 2 12-00r-) .2- Pp= 500.# 1111111PPIPPp- 1677.5psf I KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 865 1889 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 2:17PM, 2 MAR 09 Description: SFR Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 User: KW-0603737, Ver5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (RtlY.c)1983JO-2003VVLI ENERCALC Engineering Software a7 04-006,ecw:RETAINING WALL Description 1 D REV Criteria Retained Height - 0.67 ft Wall height above soil = 11.00 ft Slope Behind Wall = 0,00 : 1 Height of Soil over Toe 8.00 in Soil Density = 110.00 pcf Wind on Stem = 52.0 psf Design Summary Total Bearing Load = 2,449 Ibs ...resultant ecc. = 21.32 in �.._... _; __...._........- Boll Data Allow Soil Bearing = 1,995.0 psf EquivalentFluid Pressure Method Heel Active Pressure 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0,350 Soil height to ignore for passive pressure = 0.00 in Stem Construction T Design height ft= Wall Material Above "Ht" - Thickness = Soil Pressure @ Toe - 1,678 psf OK Rebar Size - Soil Pressure @ Heel = 0 psf OK Rebar Spacing _ Allowable = 1,995 psf Rebar Placed at _ - Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe - 2,349 psf + fa/Fa - ACI Factored @ Heel = 0 psf -- Total Force ct Section Total Ibs = Footing Shear @ Toe = 13.2 psi OK Moment.... fk # Footing Shear @ Heel = 6.3 psi OK Moment:...11ow. Allow able = Allowable - 107.5 psi Shear ..... Actual psi = Wall Stability Ratios Overturning = 1 55 OK Shear ..... Allowable psi Sliding = 2.05 (Vertical Co Sliding•Calcs (Vertical Component NOT Used) Lateral Sliding Force - 662.3 Ibs less 100% Passive Force= - 500.0 Ibs less 100% Friction Force= - 857.0 Ibs Added Force Req'd = 0.0 Ibs OK .... for .1.5:1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,349 0 psf Mu': Upward = 5,104 0 ft_# Mu': Downward 1,156 1,158 ft-# Mu: Design 3,948 1,158 ft-#. Actual 1-Way Shear = 13.18 6.28 psi Allow 1-Way Shear = 107.52 107.52 psi Toe Reinforcing . = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18.00 In Key Reinforcing = None Spec'd )p Stem Footing Strengths & Dimensions fc = 4,000 psi Fy = 60,000 psi Min. As % - 0.0018 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00.in Stem OK 0.00 Concrete 7.00 # 5 8.00 Center 0.943 989.6 6,003.5 6,367.0 23.6 93.1 Bar Develop ABOVE Ht. in = 21.36 Bar Lap/Hook BELOW Ht. In = 7.75 Wall Weight = 84.6 Rebar Depth 'd' in = 3.50 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fc psi = 3,000.0 Fy psi = 60,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 2.46 ft 3.04 16,00 In 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in to KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 2:17PM, 2 MAR 09 AGOURA HILLS, CA. 91301 Description : SFR TEL 818 865 2026 Scope FAX 818 865 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Rev: 580021 User: KW-0603737,Ver5.8.0,1-Dec-2003 Cantilevered RetainingBt all Deli n Page 2 (c)1983-2003 ENERCALC Engineering Software 04-006,ecw:RETAINING WALL Description ID REV Summa of Overturnin & Resistin Forces &Moments .....OVERTURNING..... .....RESISTING..... Force . Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 90.3 0.67 60.3 Soil Over Heel = 181.2 4.27 _ 773.8 Toe Active Pressure 0.67 Sloped Soil Over Heel = Surcharge Over Toe Surcharge Over Heel - Adjacent Footing Load - Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 572.0 7.50 4,291.9 Soil Over Toe = 180.3 1.23 221.6 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 987.1 2.75 2,714.5 Total = 662.3 . O.T.M. = 4,352.2 Earth @ Stem Transitions= Resisting/Overturning Ratio - 1.55 Footing Weight - 1,100.0 2.75 3,025.0 Vertical Loads used for Soil Pressure = 2,448.5 Ibs Key Weight = Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 2,448.5 Ibs R.M.= 6,734.8 F, #4@18.in @Toe #4@18.in @ Heel Pp= 555,56# IV 704.17# 1726.psf kNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 865 1889 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Osgnr: H H Date: 1:03PM, 2 MAR 09 Description : SFR Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 User: KW-0603737, VerS.S.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 1 (c)1983-2003 ENERCALC Engineering Software 04-00S.ecw:Calculations Description 2A 42" WALL Criteria Retained Height = 3.00ft Wall height above soil = 0.50 ft Slope Behind Wall = . 2.00: 1 Height of Soil over Toe = 24.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summary Total Bearing Load = 1,143 Ibs ...resultant ecc. = 9.70 in Soil Data Allow Soil Bearing = 2,176.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 75.0 psf/ft Toe Active Pressure - 0.0 psf/ft Passive Pressure - 100.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in Stem Construction TWAMMMOM Design height ft = Wall Material Above "Ht" _ Thickness - Soil Pressure @ Toe - 1,726 psf OK Rebar Size = Soil Pressure @ Heel = 0 psf OK Rebar Spacing Allowable = 2,175 psf Rebar Placed at - Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe - 2,416 psf + fa/Fa - ACI Factored @ Heel = 0 psf Total Total Force @Section = Ibs = Footing Shear @ Toe = 2.8 psi OK Moment.... Actual ft-#= Footing Shear @ Heel - 0.0 psi OK Moment..... Allowable = Allowable = 107.5 psi Shear ... ..Actual psi = Wall Stability Ratios Overturning = 2 51 OK Shear.....Allowable psi = Sliding = 1.56 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 704.2 Ibs less 100% Passive Force-- - 555.6 Ibs less 100% Friction Force= - 544.0 Ibs Added Force Req'd - 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,416 0 psf Mu': Upward = 3,637 0 ft-# Mu': Downward = 1,328 0 ft-# Mu: Design = 2,310 0 ft_# Actual 1-Way Shear = 2.83 0.00 psi Allow 1-Way Shear = 107.52 0.00 psi Toe Reinforcing = # 4 @ 18.00 In Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd p Stem Footing Strengths & Dimensions fc = 4,000 psi Fy = 60,000 psi Min. As % - 0.0018 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Stem OK 0.00 Masonry 6.00 # 5 16.00 Center 0.947 337.5 337.5 356.6 11.9 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 58.0 Rebar Depth 'd' in = 2.75 Masonry Data fm psi= 1,500 Fs psi= 24,000 Solid Grouting = Yes. Special Inspection = No Modular Ratio'n' = 25,78 Short Term Factor = 1'.000 Equiv. Solid Thick, in = 5.60 Masonry Block Type = Medium Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes $ Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 2.00 ft 0.60 16.00 in. 0.00111 0,00 in 0.00 ft @ Btm.= 3.00 in 0 KAA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 865 1889 Description 2A 42" WALL Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 1:03PM, 2 MAR 09 Description : SFR Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Page 2 04-006,ecw;Calculations Summa of Overturnin & Resistin Farces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure - 704.2 1.44 1,017.1 Soil Over Heel = 2.50 Toe Active Pressure = 1.11 Sloped Soil Over Heel = 2.50 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe - 440.0 1.00 440.0 Selsmicl-oad = Surcharge Over Toe = , Stem Weight(s) = 203.0 2.25 456.8 Total = 704.2 O.T.M. = 1,.017.1 Earth @ Stem Transitions= Resist! ng/Overtu rni ng Ratio = 2.51 Footing Weight = 500.0 1.25 625.0 Vertical Loads used for Soil Pressure = 1,143.0 Ibs Key Weight = Vert. Component = 411.2 2.50 1,028.1 Vertical component of active pressure NOT used for soil pressure Total = 1,554.2 Ibs R.M.= 2,549.8 KNA ENGINEERING, INC, A STRUCTURAL CONSULTING FIRM 30101 Agoura Court • Suite 120. • Agoura Hills, CA 91301 • (818) 865-2026 . FAX (818) 865-1889 RETAINING WALL STRUCTURAL CALCULATIONS FOR KNA 04-006 2 Sunset Harbor Newport Beach, Ca SHEET INDEX DATED 0 /11/2 -.,g PAGES 1-50 ITEM 1, Sel$Mic Load 2. Detall.6/SSR-3 3, Detail 9/SSR-3 4. Detail 1 O/SSR-3 5. Detail 11 & 12/SSR-3 6. Detall 'I 3/SSR-3 7, Detail 14/SSR-3 PAGE 4 00 24 28 43 47 KNA ENGINEERING, INC. Project: '�Z VX Job No: k4,A e4 - 00 G Sheet: of STRUCTURAL CONSULTANTS Client: By: H- Date: (A 30101 Agoura Court - Suite 120 - Agoura Hills, CA 91301 - (818) 865-2026 4— v x"s &z* 12'\ C S-x r 4 1& z I I 10 0005000000000014in Mas w/ #7 an A -in n/r. Soli, 8" #4@18.in @Toe Designer s #4@18.in all horiz. i @ Heel Aym�etP'an 5 q-Al" Pp= 5004 pppppp 90.3# 1824.5psf KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 9:28AM, 11 APR 08 AGOURA HILLS, CA. 91301 Description : SFR TEL 818 865 2026 Scope : Ga FAX 818 865 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 680021 e I User: KW-0603737, Ver 6,8,0, 1 -Dec-2003 Cantilevered Retaining Wall Design 04.006.ecw:RETANNgGWALL (c)1983-2003 ENERCALC Enoineerina Software Description ID Criteria Retained Height = 0.67 ft Wall height above soil - 8.67 ft Slope Behind Wall - 0.00: 1 Height of Soil over Toe = 8.00 In Soil Density = 110.00 pcf Wind on Stem - 38.0 psf Design Summary Total Bearing Load = 1,858 Ibs ...resultant ecc. = 13,87 in Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure - 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0,350 Soil height to ignore for passive pressure = 0.00 in Footing Strengths &Dimensions fc = 4,000 psi Fy = 60,000psi Min. As % = 0.0018 Toe Width = 1.42 ft Heel Width = 2.25 Total Footing Width = a67-- Footing Thickness - 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem construction Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 1000 Soil Pressure @ Toe = 1,824 psf OK Rebar Size = # 7 Soil Pressure @ Heel = 0 psf OK Rebar Spacing - 8.00 Allowable = 1,995 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,554 psf fb/FB + fa/Fa = 0.947 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs= 339.6 Footing Shear @ Toe = 12.1 psi OK Moment.... Actual ft-#= 1,651.2 Footing Shear @ Heel = 3.6 psi OK Moment...,. Allowable = 1,743.7 Allowable = 107.5 psi Shear..... Actual psi = 7.3 Wall Stability Ratios = Overturning 1.59 OK Shear ..... Allowable psi = 25.8 Sliding = 2.74 (Vertical Co Bar Develop ABOVE Ht. in = 42.00 Sliding Coles (Vertical Component NOT Used) Bar Lap/Hook BELOW Ht. In = 7.00 Lateral Sliding Force 419.8 Ibs Wall Weight = 98.0 less 100% Passive Ford - 500.0 lbs Rebar Depth 'd' in = 4.75 less 100% Friction Force= - 650.3 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK fm Fs psi= psi = 1,500 24,000Solid for 1.5 : 1 Stability = 0.0 Ibs OK Grouting = Yes Footing Design Results Special Inspection No Modular Ration' 25.78 Toe Heel Short Term Factor = 1.330 Factored Pressure - 2,554 0 psf Equiv. Solid Thick. in = 9.62 Mu': Upward = 2,480 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 506 507 ft-# Concrete Data Mu: Design = 1,973 507 ft-# fc psi = Actual 1-Way Shear = 12.12 3.62 psi Fy psi = Allow 1-Way Shear = 107.52 107.52 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 18.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None $pec'd Key: No key defined I KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 - FAX 818 8651889 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 9:28AM, 11 APR 08 Description : SFR Scope Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev:Seooz� User: KW-0603737, Ver5,8,0, 1-Dec-2003 Cantilevered Retaining Wall Design ENERCALC Page 2 I (c)1983-2003 Engineering Software 04-006.ecw:RETAINING WALL f Description 1 D M Summa of Overturnin & i2esistin Forces &Moments ,...,OVERTURNING..... .....RESISTING,.... Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft# Heel Active Pressure = 90.3 0.67 60.3 Soil Over Heel = 104.5 2.96 309.5 Toe Active Pressure = 0.67 Sloped Soil Over Heel = Surcharge Over Toe - Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem= 0,00 Load @ Stem Above Soil = 329.5 6.34 2,088.2 Soil Over Toe = 104.0 0.71 73.8 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 915.3 1.84 1,679.6 Total = 419.8 O.T.M. = 2,148.5 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.59 Footing Weight - 734.0 1.84 1,346.9 Vertical Loads used for Soil Pressure = 1,857.9 Ibs Key Weight = Vert. Component - Vertical component of active pressure NOT used for soil pressure Total = 1,857.9 Ibs R.M.= 3,409.8 8.00005in Mas w/ #7 Cad 8.in o/c Sol! 81, #4@18.in @Toe Designer select #4@18.in all horiz. reinf. @ Heel 8'-0" 8" 1-4" 8.4. 3C Pp= 5004 9 0.3# 1487.5psf '• KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 r AGOURA HILLS, CA, 91301 TEL 818 866 2026 FAX 818 8651889 Description 1 C Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 8:06AM, 6 NOV 07 Description : SFR Scope: IN Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Cantilevered Retaining Wall Design Page 1 04_nna a ...1.fl- Criteria Retained Height = 0.67 ft Wall height above soil = 8.00. ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Soil Density = 110.00 pcf Wind on Stem = 30.0 psf Design Summary Total Bearing Load - 1,538 Ibs ...resultant ece. = 11.71 in Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Footingjj8oil Friction = 0.350 Soil height to ignore for passive pressure = 0,00 in Soil Pressure @ Toe = 1,487 psf OK Soil Pressure @ Heel - 0 psf OK Allowable = 1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,082 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 9.1 psi OK Footing Shear @ Heel = 3.4 psi OK Allowable = 107.5 psi Wall Stability. Ratios Overturning - 1.71 OK Sliding = 3.14 (Vertical Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force _ 330.3 Ibs less 100% Passive Force= - 500.0 Ibs less 100% Friction Force= - 538.3 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability - 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,082 0 psf Mu': Upward = 1,773 2 ft-# Mu': Downward - 430 430 ft-# Mu: Design = 1,343 428ft-# Actual 1-Way Shear = 9.14 3.39 psi Allow 1-Way Shear = 107.52 107.52 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Footing Strengths & Dimensions fe = 4,000 psi Fy = 60,000 psi Min. As % = 0,0018 Toe Width = 1,33ft Heel Width = 2.00 Total Footing Width =3- Footing Thickness = 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Stem Construction Co Top Stem Design height ft= Stem OK 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 7 Rebar Spacing = 8.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa = 0.955 Total Force @ Section Ibs = 250.1 Moment.... Actual A-#= 1,123.1 Moment ..... Allowable = 1,175.9 Shear..... Actual psi = 6.8 Shear..... Allowable psi= 25.8 Bar Develop ABOVE Ht. in = 42.00 Bar Lap/Hook BELOW Ht. in = 7.00 Wall Weight = 78.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ration' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fe psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Cover @ Top = 3.00 in @ Btm.= 3.00 In If ! KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COASI Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 8:06AM, 6 NOV 07 Description : SFR AGOURA HILLS, CA. 91301 j TEL 818 866 2026 Scope : 0 FAX 818 865 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 5soo21 User: KW-0603737, Ver5,8.0, 1-Dec2003 Cantilevered Retaining Wall Design Page 2 g (c)1983-2003 ENERCALC Engineering Software 04-006.ecw:Calculations Description I Summa of Overturnin & Resistin I Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment i Item Ibs It ft-# Ibs ft ft-# Heel Active Pressure - 90.3 0.67 60.3 Soil Over Heel = 98.1 2.66 261.5 Toe Active Pressure = 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load - Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 240.0 0.00 1,440.8 Soil Over Toe - 97.7 0.67 65.0 Seismicl.oad = Surcharge Over Toe = Stem Weight(s) = 676.3 1.67 1,126.0 Total - 330.3 O.T.M. = 1,501.1 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.71 Footing Weight - 666.0 1.67 1,108.9 Vertical Loads used for Soil Pressure = 1,538.1 Ibs Key Weight = Vert. Component - Vertical component of active pressure NOT used for soil pressure Total = 1,538.1 Ibs R.M.= 2,561.3 8.00005in Mas w/ #5 an 16_in a/c S( per_. #4@18.in @Toe Designer select #4@18.in all horiz. reinf. @ Heel 6'-0" 8" p1 1'-4" L 6'-8" 3; Pp= 500.# 90.3# 1649.7psf Ayo ia h r3 Y,Aol- obi N-II 03 'i KNA ENGINEERING Title : 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 9:52AM, 11 APR 08 AGOURA HILLS, CA. 91301 Description : SFR TEL 818 065 2026 Scope 4 FAX 818 866 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Rev:.580021 1 Page 1 User; KW-0603737, Ver 5.8.0, 1 -Dec-2003 Cantilevered Retaining Wall Design p4-006,ecw;RETAININGWALL (01983-2003 ENERCALC Enolneerino Software Description 1 B Criteria Retained Height - . 0.67 ft Wall height above soil = 6.00 ft Slope Behind Wall - 0,00 : 1 Height of Soil over Toe = 8.00 in Soil Density = 110.00 pcf Wind on Stem = 32.0 psf Design Summary Total Bearing Load - 1,202 Ibs ...resultant ecc. = 10.19 in is Data Allow Soil Bearing = 1,996.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe.Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel - 0.0 ft FootingIlSoil Friction = 0.350 Soil height to Ignore for passive pressure - 0.00 in Footing Strengths & Dimensions fc = 4,000 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width - 1.00 ft Heel Width = 1.67 Total Footing Width Footing Thickness = 16.00 in Key Width - 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Stem Construction Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8 00 Cover @ Top = 3.00 in @ Btm.= 3.00 in Soil Pressure @ Toe - 1,650 psf OK Rebar Size = # 5 Soil Pressure @ Heel - 0 psf OK Rebar Spacing = 16.00 Allowable = 1,995 psf Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,310 psf fb/FB + fa/Fa - 0.868 ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = 202.1 Footing Shear @ Toe = 7.6 psi OK Moment.... Actual ft-# = 706.9 Footing Shear @ Heel = 2.6 psi OK Moment..... Allowable - 823.8 Allowable = 107.5 psi Shear.....Actual psi = 5.0 Wall Stability Ratios Overturning = 1.57 OK Shear..... Allowable psi = 25.8 Sliding = 3.26 (Vertical Co Bar Develop ABOVE Ht. in = 30.00 Sliding Calcs (Vertical Component NOT Used) Bar Lap/Hook BELOW Ht. in = 6.00 Lateral Sliding Force - 282.3 Ibs Wall Weight = 78.0 less 1006/6 Passive Force= - 500.0 Ibs Rebar Depth 'd' in = 3.81 less 100% Friction Force= - 420.5 Ibs Masonry Data Added Force Req'd = 0.0 Ibs OK fm Fs psi= psi = 1,500 24,000 ....for 1.5 : 1 Stability = 0.0 Ibs OK Solid Grouting Yes Footing Design Results Special Inspection = No Modular Ratio'n' = 25.78 Toe Heel Short Term Factor = 1.330 Factored Pressure = 2,310 0 psf Equiv. Solid Thick. in = 7.60 Mu': Upward - 1,155 0 ft-# Masonry Block Type = Medium Weight Mu': Downward = 261 262 ft-# Concrete Data Mu: Design - 894 262ft-# fc psi= Actual 1-Way Shear = 756 2 56 psi Fy psi = Allow 1:-Way Shear = 107.52 107.52 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAS1 Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 9:52AM, 11 APR 08 AGOURA HILLS, CA. 91301 Description : SFR TEL 818 865 2026 Scope FAX 818 8651889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 6000 Rev: 580021 User; KW-0603737, Ver6.8.0, 1-Dec-2003 Cantilevered RetainingWall Design Page 2 (0)1983-2003 ENERCALC Engineering Software 04-006.ecw:RETAINING WALL Description 1 B Summa of Overturnin & Resistin Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft4 Ibs ft ft-# Heel Active Pressure = 90.3 0.67 60.3 Soil Over Heel = 73.8 2.17 160.1 Toe Active Pressure — 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load ' = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = 192.0 5.00 960.6 Soil Over Toe = 73.5 0.50 36.8 Seismict-oad = Surcharge Over Toe = Stem Weight(s) = 520.3 1.34 694.5 Total — 282.3 O.T.M. = 1,020.9 Earth @ Stem Transitions= Resisting/Overturning Ratio = 1.57 Footing Weight = 534.0 1.34 712.9 Vertical Loads used for Soil Pressure = 1,201.5 ibs Key Weight = Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 1,201.5 Ibs R.M.= 1,604.4 8.0.0005in Mas w/ #4 - 24.in o/c soli 8"� #4@18.in @Toe Desig #4@18.in all h @ Heel Pp= 600,# IV 90.3# 1519.8psf KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 j TEL 818 $66 2026 FAX 818 8651889 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 7:57AM, 6 NOV 07 Description : SFR Scope : j Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 Wall 1 User: KW-0603737, Ver 5.8.0, 1-Dec-2003 Cantilevered RetainingY7rall Design fc11983-2003 ENERCALC Engineerinq Software _ 04006.ecw:RETAINING WALL Description 1A Criteria Retained Height = 0.67 ft Wall height above soil = 4.50 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 8.00 In Soil Density = 110.00 pcf Wind on Stem = 30.0 psf Design Summary Total Bearing Load = 948 Ibs ...resultant ecc. = 8.03 in Soil Data Allow Soil Bearing = 1,995.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure - 250.0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction = 0.350 Soil height to Ignore for passive pressure = 0.00 in Stem Construction Design height ft = Wall Material Above "Ht" - Thickness = Soil Pressure @ Toe - rt 1,520 psf OK Rebar We = Soil Pressure @ Heel = 0 psf OK Reber Spacing = Allowable = 1,995 psf Rebar Placed at = Soil Pressure Less Than Allowable Design Data ACI Factored @ Toe = 2,128 psf fb/FB + fa/Fa = ACI Factored @ Heel = 0 psf Total Force @ Section Ibs = Footing Shear @ Toe = 5.5 psi Ok Moment.... Actual ft-# = Footing Shear @ Heel = 1.9 psi OK Moment..... Allowable = Allowable = 86.0 psi Shear..... Actual psi = Wall Stability Ratios 0 = Shear..... Allowable psi = ve urnmg 1.62 OK Sliding = 3.69 (Vertical Co Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force 225.3 Ibs less 100% Passive Force-- - 500.0 Ibs less 100% Friction Force= - 331.7 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,128 0 psf Mu': Upward = 677 0 ft-# Mu': Downward - 161 162 ft-# Mu: Design = 516 162 ft-# Actual 1-Way Shear = 5.53 1.92 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 4 @ 18.00 In Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = None Spec'd Footing Strengths & Dimensions fc = 2,500 psi Fy = 00,000 psi Min. As % = 0.0014 Toe Width - 0.76ft Heel Width = 1.42 Total Footing Width Footing Thickness - 16.00 in Key Width - 0.00 In Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in p Stem Stem OK 0.00 Masonry 8.00 # 4 24.00 Center 0.645 145.1 396.5 614.5 3.5 25.8 Bar Develop ABOVE Ht. in = 24.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 78.0 Rebar Depth 'd' in = 3.81 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting - Yes Special inspection - No Modular Ration' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAS1 Job # KNA 04-006 Dsgnr: H H 30101 AGOURA COURT, SUITE 120 Date: 7:57AM, 6 NOV 07 Description : SFR AGOURA HILLS, CA. 91301 l + TEL 818 865 2026 Scope FAX 818 8651889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev:580021 Page 2 User, KW-0603737, Ver5.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design 04-006,ecw:RETAINING WALL (0)1983,2003 ENERCALC Engineering Software Description 1A Summary of Overturning & Resisting Forces & Moments ...OVERTURNING... Force Distance Moment Item Ibs ft ft-# Heel Active Pressure = 90.3 0.67 60.3 Soil Over Heel - Toe Active Pressure - 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Adjacent Footing Load - Added Lateral Load - Load @ Stem Above Soil = 135.0 4.25 574.2 SeismicLoad - Total = 225.3 O.T.M. = 634.5 Resisting/Overturning Ratio = 1.62 Vertical Loads used for Soil Pressure = 947.8 Ibs is Vertical component of active pressure NOT used for soil pressure I i I i i I? i i! I Ii ji li 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 = .....RESISTING..... Force Distance Moment Ibs ft ft-# 55.4 1.79 99.4 0.00 55.1 0.38 20.7 403.3 1.09 437.5 434.0 1.09 470.9 947.8 Ibs R.M = 1,028.5 14.60 k-ft I Project; T f A tm tO job No; V.TQA 0 /l —0 KNA ENGINEERING, INC. Sheet; ee tt of STRUCTURAL CONSULTANTS Client: By:s Date; �-1� A - v, 5 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 �1 = 146)x 7. 3 C XZ,33 --7 13'ft� r� -'KXT3xC' 1�{C,70T. N4- t1 .0.), &1 04-11-006- 14.60 k-ft Q, � 4.50 ft KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 9:OOAM, 14 APR 08 AGOURA HILLS, CA. 91301 Description : SFR TEL 818 865 2026 Scope FAX 818 8651889 Rev: 560002 User: KW-0603737, Ver5.8.0, 1-Dec-2003 �iGnL'ral �ootlnft /Qn1�``$IS & �eSl n Page 1 (c)1983-2003 ENERCALC Engineering Software `7 7 g 04-006.ecw:RETAINING WALL Description 9/SSR-3 I General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 111 Allowable Uoll BearIng 1,996.0 psf Dimensions... Short Term Increase 1.330 Width along X X Axis 4.500 ft Seismic Zone 4 Length along Y-Y Axis 4.500 It Live &Short Term Combined Footing Thickness 16.00 in Col Dim. Along X-X Axis 30.00 in fc 4,000.0 psi Col Dim. Along Y-Y Axis 30.00 in FY 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 145.00 pcf Overburden Weight 0.00 psf Min Steel % Rebar Center To Edge Distance 0.0018 3.50 in Loads Applied Vertical Load... Dead Load 9.200 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0,000 in Short Term Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 14.600 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures (g top & bot) Dead Load k k Live Load k k Short Term k k Caution: X(short)ecc>Widt 4.50ft x 4.50ft Footing, 16.Oin Thick, w/ Column Support 30.00 x 30.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 647.7 1,709.2 psf Max Mu 0.959 k-ft per ft Allowable 1,995.0 2,653.3 psf Required Steel Area 0.346 In2 per ft ' X' Ecc, of Resultant 0,000 in 13.359 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn *Phi 1-Way 0.000 107.517 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 2.393 215.035 psi Y-Y Min. Stability Ratio 2.021 Footing Design �Vnh Shear Forces ACI C-1 ACI C-2 ACI C-3 *Pi Two -Way She 2.24 psi 2.39 psi 1.54 psi 215.03 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 107.52 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 107.52 psi Vu @ Top 0.00 psi 0.00 psi 0,00 psi 107,52 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 107.52 psi --- Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Rea'd Mu @ Left 0.32 k-ft -0.14 k-ft -0.09 k-ft 2.3 psi 0.35 in2 per ft Mu @ Right 0.32 k-ft 0.96 k-ft 0.62 k-ft 6.8 psi 0.35 in2 per ft Mu @ Top ',_ 0.32 k-ft 0.32 k-ft 0.20 k-ft 2.3 psi 0.35 in2 per ft Mu @ Bottom 0.32 k-ft 0.32 k-ft 0.20 k-ft 2.3 psi 0.35 in2 per ft KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 8661889 User: KW-0603737, Ver 6.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 9/SSR-3 Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 9:OOAM, 14 APR 08 Description : SFR Scope . General Footing Analysis & Design n Page 2 :7 04-006.ecw:RETAINING WALL � Sail Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 647.65 647.65 647.65 647.65 psf DL + LL + ST 0.00 1,709.19 647.65 647.65 psf Factored Load Soil Pressures ACI Eq. C-1 906.72 906.72 906.72 906.72 psf ACI Eq. 0-2 0.00 2,392.87 906.72 906.72 psf ACI Eq. C-3 0.00 1,538.28 582.89 582.89 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 MITI 11117Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"l "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1,300 ....seismic = ST * : 1.100 Used in ACI C-2 & C-3 KNA ENGINEERING, INC. Project: AJ tl?t1 ,, job No: 4yo\ al Sheet: of STRUCTURAL CONSULTANTS Client: By: Date: 30101 Agoura Court 'Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 �2- ! 4"X 3, (i Y�, k x 4,6, . 1 ce, 4-4-0 /0 �!z 100- I Ito 18.10 k-ft �,-t4 A 4-00 6 16.00 in 5 5.00 ft 5.00 ft KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 865 1889 Rev: 580002 User: KW-0503737, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description 10/SSR-3 General Information. Allowable Soil Bearing Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 9:22AM, 14 APR 08 Description : SFR Scope General Footing Analysis & Design Page 1 04.008. ecw: Ca Ic0latlons Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Short Term Increase 1.330 Width along X-X Axis 5.000 ft Seismic Zone 4 Length along Y-Y Axis 5.000 ft Footing Thickness 16.00 in Live &Short Term Combined Col Dim. Along X-X Axis 30.00 in fc 4,000.0 psi Col Dim. Along Y-Y Axis 30.00 in Fy 60,000.0 psi Base Pedestal Height 0,000 in Concrete Weight 145.00 pcf Min Steel % 0.0018 Overburden Weight 0.00 psf Rebar Center To Edge Distance 3.50 in Loads - Applied Vertical Load... Dead Load 10.210 k ...ecc along X-X Axis 0.000 in Live Load k ...ecc along Y-Y Axis 0.000 in ShortTerm Load k Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k-ft k-ft Live Load k-ft k-ft Short Term 18.100 k-ft k-ft Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k k ammary Caution: X(short)ecc>Widlt 5.00ft x 5.00ft Footing, 16.Oin Thick, w/ Column Support 30.00 x 30.00in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 601.7 1,546.7 psf Max Mu 1.318 k-ft per ft Allowable 1,995.0 2,653.3 psf Required Steel Area 0.346 In2 per ft "X' Ecc, of Resultant 0.000 in 14.438 in Shear Stresses.... Vu Vn * Phi "Y' Ecc, of Resultant 0,000 in 0.000 in 1-Way 3.007 107.517 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 3.633 215.036 psi Y-Y Min. Stability Ratio 2.078 Ming Design Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 3.41 psi 3.63 psi 2.34 psi 215.03 psi One -Way Shears... Vu @ Left 0.96 psi 3.01 psi 1.93 psi 107.52 psi Vu @ Right 0.96 psi -0.38 psi -0.24 psi 107.52 psi Vu @ Top 0.96 psi 0.96 psi 0.62 psi 107.52 psi Vu @ Bottom 0.96 psi 0.96 psi 0.62 psi 107.52 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Req'd Mu Q Left 0.45 k-ft -0.21 k-ft -0.14 k-ft 3.2 psi 0.35 in2 per ft Mu @ Right 0.45 k-ft 1.32 k-ft 0.85 k-ft 9.4 psi 0.35 in2 per ft Mu @ Top 0.45 k-ft 0.45 k-ft 0.29 k-ft 3.2 psi 0.35 In2 per ft Mu @ Bottom 0.45 k-ft 0.45 k-ft 0.29 k-ft 3.2 psi 0.35 in2 per ft KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 8661889 User, KW-0603737, Ver 5.6.0, 1-Doc-2003 (c)1983.2003 ENERCALC Engineering Software Description 10/SSR-3 Title: 2 SUNSET HARBOR, NEWPORT COASI Job # KNA 04-006 Dsgnr: H H Date: 9:22AM, 14 APR 08 Description : SFR Scope : 21 General FootingAnalysis & Design Page 2 Y g 04.006.ecw:Calculations Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 601.73 601.73 601.73 601.73 psf DL + LL + ST 0.00 1,546.70 601.73 601.73 psf Factored Load Soil Pressures ACI Eq. C-1 842.43 842.43 842.43 842.43 psf ACI Eq. C-2 0.00 2,165.38 842.43 842.43 psf ACI Eq. C-3 0.00 1,392.03 541.56 541.56 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 - ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST 1.100 Used in ACI C-2 & C-3 BOWELS PILE BELOW GRADE BEAM REINF'G NOT SHOWN FOR CLARITY 2A SR- y- jl o l U 6-�� 8" CMU W/ 2.3/4" #4 0 3r D.C. (NO11j SOLID ORO= - APROVEB WATERPROOf'G. .-{3 NAIRPtN TIES 12" CMU W/ /6 0 16"0.C. (VERT) _ & j4 0 24" O.C. (HORIZ) _ — �^ SOLID GROUTED PERFORATED PIPE' SLOPE TO GRAIN IN _-,:;;-_ 1Cf GRAVEL /Fr. U 24"x24" GRADE BEAM W/ 2-#7 TOP & ROT & #4 TIES 0 10" O.C. DURA TURN 24" 0 PILE W/ 8-y7 VERT & • #3 SPIRAL W4 3" PITCH ° PILE SPACING 0 8'-0 O.C. MAX • 4 °.' ° i 11 EXTRA TURN SECTION � C s,_1-o si�2 SS1—_3 DOWELS PILE BELOW GRADE BEAM REINF'G NOT SHOWN FOR CLARITY 3A SR-2 8" CMU W/ 14 018"O.C. (VERT)& /4 0 32" O.C. (HORIZ) APROVED SOLID GROUTED WATERPROOF'G. �3 HAIRPIN TIES 12' CNU W/ 16 0 16'O,C. (VERT) & #4 0. 24" D.C. (HORIZ) SOLID GROUTED "/-PERFO 11=1 I (—III II III_III-III RATE D PIPE SLOPE TO DRAIN IN 1CF GRAVEL /FT. ;T j 24"x24" GRADE BEAM W/ 2—#7 TOP & DOT & 6—DOWELS TO MATCH #4 TIES 0 10" O.C. PILE REINFORCING EXTRA TURN c� M 24"0 PILE W/ 8—#7 VERT & •< p3 SPIRAL W� 3" PITCH PILE SPACING 0 B'-0 O.C. MAX• i 11 EXTRA TURN SECTION l2 1, t Project, (W/A i�—' Na KNA ENGINEERING�.�(`j.•E� Sheet of STRUCTURAL CONSULTANTS Client By l Date• _ 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 Co t51,00 (1 lyq 31- 8.00005in Mas w/ #4 @ Min o/c 4'-0" T-O" 7',411 3'-4" W 2'-0" #5@18.in @Toe Designer select 61, 1 1 -6" #5@18.ln all horiz. reinf. @ Heel 2'-0" 'I KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 i AGOURA HILLS, CA. 91301 TEL 818 866 2026 FAX 818 8651889 :U%.Vv�'�,: 580021KW-0603737, Ver 5.8,0, 1-Dac-20033-2003 ENERCALC Engineering Software Description H=71-4" Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 9:28AM, 10 JUL 07 Description: SFR Scope: 33: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design n Page 1 S7 04-006,ecw:RETAINING WAL Criteria Retained Height = 7.00 ft Wall height above soil - 0.33 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 12.00 in Soil Density 110.00 pcf Wind on Stem = 0.0 psf I Design Summary Total Bearing Load = 1,953 Ibs ...resultant eco. - 32.13 in Resultant Exceeds Ftg. Width! Soil Pressure @ Toe = 0 psf OK Soil Pressure @ Heel - 0 psf OK Allowable - 5,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe - 0 psf ACI Factored @ Heel - 0 psf Footing Shear @ Toe = 1.2 psi OK Footing Shear @ Heel = 3.0 psi OK Allowable = 85.0 psi - Wall Stability Ratios Soil Data Allow Soil Bearing = 5,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250,0 psf/ft Water height over heel = 0.0 ft FootingIlSoil Friction 0,350 Soil height to ignore for passive pressure = 0.00 in Stem Construction _ Design height ft = Wall Material Above "Ht" _ Thickness = Rebar Size = Rebar Spacing = Rebar Placed at - Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual ft-# = Moment..... Allowable ft-#= Shear..... Actual psi = Shear Allowable psi = Overturning - 0.40 UNSTABLEI Sliding = N/A Sliding Galcs Slab Resists All Sliding I Lateral Sliding Force _ 1,822.5 Ibs Footing Design Results Toe Heel Factored Pressure = 0 0 psf Mu': Upward = 0 0 ft-# Mu': Downward - 161 421 ft-# Mu: Design - 161 421 ft-# i ! Actual 1-Way Shear = 1.17 3.04 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = # 5 @ 18.00 in Heel Reinforcing = # 5 @ 18,00 in Key Reinforcing = None Spec'd Footing Strengths &Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 p Stem Stem 0 3.3 Mason 8.0 16.0 Edge Masonry Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.Q0 In 2nd K Stem OK 3 0.00 Masonry 0 12.00 4 # 6 0 16.00 Edge 0.409 303.1 370.7 905.4 6.3 19.4 Bar Develop ABOVE Ht. in = 24.00 Bar Lap/Hook BELOW Ht. in = 24.00 Wall Weight psf = 84.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor - 1,000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data f c psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 0.884 1,102.5 2,572.5 2,911.7 11.4 19.4 36.00 6.12 133.0 9.00 1,500 24,000 Yes No 25.78 1.000 11.62 0.60 ft 1.60 - Z'w 24.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAS1 Jab # KNA 04-006 4 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 9:28AM, 10 JUL 07 j AGOURA HILLS, CA. 91301 Description: SFR TEL 818 $65 2026 Scope f FAX 818 8651889 Code Ref: ACI 318-02, 1997 UBC, 20031BC, 2003 NFPA 5doo Llv: 580021r:KW-tl803737,Ver5.8.0,1-Dea2003 Cantilevered Retainin Wall Desi n ENERCALC Page 2983-2003 Engineering Software 04-006.ecw:RETAINING WALL Description H=71-4" ' � Summa of Overturnin & Resistin Forces &Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force . ' Distance Moment Item Ibs ft ft-# Ibs ft ft Heel Active Pressure = 1,822.5 3.00 6,467.5 Soil Over Heel - 385.0 1.75 673.8 Toe Active Pressure = 1.00 Sloped Soil Over Heel - Surcharge Over Toe - Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = - Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe - 55.0 0.25 13.8 SeismicLoad = Surcharge Over Toe - Stem Weights) = 778.9 0.93 722.9 Total - 1,822.5 O.T.M. = 5,467.5 Earth @ Stem Transitions= 134.6 1.33 179.4 Resisting/Overturning Ratio = 0.40 Footing Weight - 600.0 1.00 600.0 Vertical Loads used for Soil Pressure = 1,953.5 Ibs Key Weight - Vert. Component = Vertical component of active pressure NOT used for soil pressure Total = 1,953.5 Ibs R.M.= 2,189.6 AyWl t ari U 15 VII / al it °'A 0)i'*Sij.ar'j ��() � a�. I A 1.01 k/ft 1.01 k/ft Mu:Max = 14.38 k-ft at 4.47 ft from left Dmax=-0.0019 in at 5.03 ft from left DL Reaction = 4.567 k LL Reaction = 0.000 k Total Reaction = 4.567 k Mu:max @ right -25.57 k-ft DL Reaction = 15.224 k LL Reaction = 0.000 k Total Reaction = 15.224 k KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 10:42AM, 10 JUL 07 AGOURA HILLS, CA. 91301 Description: SFR TEL 818 865 2026 Scope : 3 P FAX 818 866 1889 - Rev:580002 Page 1 User: KW-0603737, Ver6.8.0, 1-Dec-2003 Multi -Span Concrete Beam (c)1983-2003 ENERCALC Engineering Software 1 04-006.ecw;RETAINING WALL Description GB General Information Code Ref: ACI 318-02,1997 UBC, 2003 lBC, 2003 NFPA,5000 . Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load factor 1.40 Pc 4,000.0 psi Stirrup.Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description SPA SP-2 Span ft 12.00 12.00 Beam Width in 24.00 24.00 Beam Depth in 24.00 24,00 End Fixity Pin -Pin Pin -Pin Reinforcing Center Area 0.301n2 0.301n2 Bar Depth 20.751n 20.75in Left Area 0.3010 0.301n2 Bar Depth 3.25in 3.25in Right Area 0.301n2 0.30in2 Bar Depth 3.25in 3.25in Loads Using Live Load This Span 7? No Yes Dead Load k/ft 1.015 1,015 Live Load k/ft Results Beam OK Beam OK Mmax @ Cntr k-ft 14.39 14.39 @X= ft 4.48 7.52 Mn * Phi k-ft 27.59 27.59 Max @ Left End k-ft 0.00 -25.58 Mn * Phi krft 27.59 27.59 Max @ Right End k-ft -25.58 0.00 Mn * Phi k-ft 27.59 27.59 Bending OK Bending OK Shear @ Left k 6.39 10.66 Shear @ Right k 10.66 6.39 Reactions & Deflections DL @ Left k 4.57 15.22 LL @ Left k 0.00 0.00 Total @ Left k 4.57 15.22 DL @ Right k 15,22 4.57 LL @ Right k 0.00 0.00 Total @ Right k 15.22 4.57 Max. Deflection in -0.002 -0.002 @ X = ft 5.04 6.96 Inertia : Effective in4 27,648,00 27,648.00 Shear Stirrups Stirrup RebarArea in2 0,400 0.400 Spacing @ Left in Not Req'd Not Req'd Spacing @ .2*L in Not Req'd Not Req'd Spacing @ A*L in Not Req'd Not Req'd Spacing @ .6*L in Not Req'd Not, Req'd Spacing @ .8*L in Not Req'd Not Req'd Spacing @ Right In Not Req'd Not Req'd Job No•a ego KNA* ENGINEERING Sheetl of STRUCTURAL CONSULTANTSClient B A 'k- y Date 0 30101 Agoura Court • Suite 120: d Agoura Hills, CIA 91301 'o (818) 865-2026 TP- x x ke. x z K L'A 4'0"00 0 V4/ Project -&A", Job N., KNA ENGINEERING Sheet: of N STRUCTURAL CONSULTANTS Client - Date- bet 30101 Agoura Court • Suite-120 Agoura Hills, CA91301 • (818) 865-2026 eo o o r It C> job lk c 0.00 in DL=10.0,L=0.0, ST=O.o k 24.00 in 8 - #7 2e-ee-+- N 3.25 in Mtop: DL=0.0, LL=100.0, ST=0.0 k-ft KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 TEL 818 865 2026 FAX 818 8651889 Rev: 580003 User: KW-0603737, Ver 5.8.0, 1-Dec-2003 Description RETAINING WALL PI Title: 2 SUNSET HARBOR, NEWPORT COASI Job # KNA 04-006 Dsgnr: H H Date: 3:42PM, 10 JUL 07 Description : SFR Scope: Circular Concrete Column •o Page 1 RETAINING WALL General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Diameter 24.000 in f c 4,000.Opsi Total Height 20.000 ft Number of Bars 8 Fy 6p,000.0 psi Unbraced Length 20.000 ft Bar Size 7 Seismic Zone 4 Eff. Length Factor ' 1.000 Total Rebar Area 4.800 in2 LL & ST Loads Act Separate Column Is BRACED Rebar Percent 1.061 % Spiral Ties Used Bar Cover 3.260 in Loads Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered scads to ultimate loads within this program is according to ACI 318-02 C.2 Dead Load Live Load Short Term Eccentricity Axial Loads 10.000 k k k in Applied Moments... @ Top k-ft 100.000 k-ft k-ft @ Bottom k-ft k-ft k-ft 3iummary Column is OK Column Diameter= 24.00in, with 8 #7 Bars ACI C-1 ACI C-2 ACI C-3 Applied Pu : Max Factored 14.00 k 14.00 k 9.00 k Allowable Pn * Phi @ Design Ecc. 16.22 k 1,076.83 k 1,076.83 k M-critical 170.00 k-ft 1.54 k-ft 0.99 k-ft Combined Eccentricity 145.7143 in 1.3200 in 1.3200 in Magnification Factor 1.01 1.01 1.01 Design Eccentricity 147.0788 in 1.3324 in 1.3279 in Magnified Design Moment 171.59 k-ft 1.55 k-ft 1.00 k-ft Po * 0.85 1,538.33 k 1,538.33 k 1,538.33 k P : Balanced 638.96 k 638.96 k 638.96 k Ecc: Balanced 7.9121 in 7.9121 in 7.9121 in Slenderness perACi 318-02 Section 10.12 & 10.13 FRIMMMUNNIM Actual k Lu / r 40.000 Elastic Modulus 3,605.0 ksi Beta 0.850 ACI Ea. C-1 ACI Ea. C-2 ACI Fg..C-3 Neutral Axis Distance 6,1820 in 23.7720 in 23.7820 in Phi 0.8858 0.7000 0.7000 Max Limit ki/r 34,0000 34.0000 34,0000 Beta = M:sustained/M:max 1,0000 1.0000 1.0000 Cm 1.0000 1.0000 1.0000 El / 1000 11,742.20 11,742.20 11,742.20 PC: pi^2 E I / (k Lu)"2 2,011.99 2,011.99 2,011.99 alpha: MaxPu / (,75 Pc) 0.0003 0.0093 0.0060 Delta 1.0094 1.0094 1.0060 Ecc: Ecc Loads + Moments 145.7143 1.3200 1.3200 in Design Ecc = Ecc * Delta 0.0000 0.0000 0.0000 in ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1 .400 ACI C-2 Group Factor 0.750 dd"I "1.4' Factor for Seismic 1.400 ACI C-1 & C 2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Spiral lie Requirements per97AC/10.9.3 Spiral Tie Bar Size # 3 Min. Spiral Reinforcement Ratio 0.026 Gross Area of Column 462.39 In2 Core Area Within Spirals 240.63 in2 Max Spiral Tie Spacing 0.961 in KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 3:42PM, 10 JUL 07 AGOURA HILLS, CA. 91301 Description : SFR ' TEL 818 865 2626- Scope FAX 818 8651889 Rev: 680 003 4 Pa e 2 User: KW-0603737 Ver6.8.0, 1-Dec-2003 Circular Concrete Column g (c)1983-2003 ENEff CALC Engineering Software 04-006.ecw:RETAINING WALL Description RETAINING WALL FILE Sketch & Diagram in - ^ DL=10.0, LL=O.Os, ST=O.Ok (5): M:Top : DL=0.0, LL-100,0, ST=O.Ok-ft KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAS1 Job # KNA 04-006 30101 AGOURA.COURT, SUITE 120 Dsgnr: H H Date: 3:33PM, 10 JUL 07 AGOURA HILLS, CA. 91301 Description: SFR TEL 818 865 2026 Scope FAX 818 8661889 Rev: 580002 Page 1 User: KW-0603737 Ver5,8.0, 1-Dec-2003 Pole Embedment in Soil (c)1983-2003 ENEkALC Engineering Software 04-006.ecw:RETAININC, WALL Description RETAINING WALL PILE General Information Allow Passive Max Passive Load duration factor Pole is Circular Diameter No Surface Restraint Moments @ Surface... Point load Distributed load Without Surface Restraint... Required Depth Press @ 1/3 Embed... Actual Allowable Code Ref: 1997 UBC 1806.8.2.1, 2003 IBC 1805.7.2, 2003 NFPA 5000 36.4.3 450.00 pcf Applied Loads... 4,500.00 Psf Point Load 14,584.00 Ibs 1.000 distance from base 5.110 ft 24.000 in Distributed Load 0.00 #/ft distance to top 0,000 ft distance to bottom 0.000 ft 74,624.24 ft-# 0.00 13.600 ft 1,800.00 psf 1,800.00 psf Total Moment Total Lateral 74,524.24 ft-# 14,684.00 Ibs Wfl- 006 8.00006in Mas w/ #5 Q 16.in o/c )�JVA0 t-00b �f-tlA Ar I No[ Y) Pp= 500.# 902.5# 1364.6psf KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 7:57AM, 11 APR 08 Description: SFR AGOURA HILLS, CA. 91301 415, TEL 818 865 2026 Scope FAX 818 865 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev:580021 Page 1 User: KW-0603737, Ver6.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design (c)1983-2003 ENERCALC Engineering Software 04-006.ecw:Calculatlons Description DETAIL 11/SSR-3 R Criteria Retained Height = 5.00 ft Wall height above soil = 0.33 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 In Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,303 Ibs ...resultant ecc. = 12.88 in Soil Pressure @ Toe = 1,365 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,910 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.1 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable - 85.0 psi Wall Stability Ratios Overturning = 2.18 OK Sliding = N/A Sliding Calcs Slab Resists All Sliding I Lateral Sliding Force = 902.5 Ibs !,Soil Data - --u- -- Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure 250.0 psf/ft Water height over heel = 0.0 ft FootingiiSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0,0018 Toe Width = 2.75 ft Heel Width - 0,67 Total Footing Width =4� Footing Thickness = 16.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in Stem Construction Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 5 Reber Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.886 Total Force @ Section Ibs = 562.5 Moment.... Actual ft-#= 937.5 Moment..... Allowable = 1,058.0 Shear..... Actual psi = 10.0 Shear..... Allowable psi = 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 78.0 Rebar Depth 'd' in = 5.25 Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Footing Design Results Special Inspection No „ Modular Ration 25.78 Toe Heel Short Term Factor = 1.000 Factored Pressure = 1,910 0 psf Equiv. Solid Thick. in = 7.60 Mu': Upward = 6,417 0 ft-4 Masonry Block Type = Medium Weight Mu': Downward = 1,628 18 ft-# Concrete Data Mu: Design = 3,790 18ft-# fc psi= Actual 1-Way Shear = 5.15 4.75 psi Fy psi= Allow 1-Way Shear = 85.00 85.00 psi Other Acceptable Sizes & Spacings Toe Reinforcing = # 4 @ 18.00 in Toe: Not req'd, Mu < S * Fr Heel Reinforcing = # 4 @ 18.00 in Heel: Not req'd, Mu < S * Fr Key Reinforcing = None Spec'd Key: No key defined KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dr: H H Date: 7:57AM, 11 APR 08 Description : SFR AGOURA HILLS, CA. 91301 TEL 818 865 2026 Scope FAX 818 865 1889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580021 User: KW-0603737,Ver6.8.0, 1-Dec-2003 Cantilevered Retaining Wall Design Page 2 (c)1983-2003 ENERCALG Engineering Software 04-008.ecw:Calculatlons Description DETAIL 11/SSR-3 R j Summa of Overturnin & Resistin Forces &Moments ..,..OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = 902.5 2.11 1,905.3 Soil Over Heel = 1.8 3.42 6.3 Toe Active Pressure 0.67 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe - 201.7 1.38 277.3 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 415.7 3.08 1,281.9 Total = 902.5 O.T.M. = 1,905.3 Earth @Stem Transitions= Resisting/Overturning Ratio - 2.18 Footing Weight = 684.0 1.71 1,169.6 Vertical Loads used for Soil Pressure = 1,303.2 Ibs Key Weight = Vert. Component - 416.9 3.42 1,425.8 Vertical component of active pressure NOT used for soil pressure Total = 1,720.2 ibs R.M.= 4,160.9 ho101'01 VA Y-)VAoW- vo 6 6.00005in Mas w/ #5 @ Min o/c Solid Grout, Designer select #4@18.1n all horiz. reinf. @ Heel ArA Kel t ah KNA 04- 00b q-11-01 1593.3psf KNA ENGINEERING 30101 AGOURA COURT, SUITE 120 AGOURA HILLS, CA. 91301 j TEL 818 865 2026 FAX 818 8651889 Rev: 580021 User: KW-0603737, Ver 5.8.0, 1-Dec-2003 Description DETAIL Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 Dsgnr: H H Date: 8:40AM, 11 APR 08 Description : SFR Scope : Code Ref: ACI 318-02, 1997 UBG, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Page 1 04-006.ecw:RETAINING WALL Criteria Retained Height = 3.50 ft Wall height above soil = 0.00 it Slope Behind Wall = 0,00 : 1 Height of Soil over Toe = 1.00 in Soil Density = 110.00 pcf Wind on Stem = 0.0 psf Design Summary Total Bearing Load = 1,548 Ibs ...resultant ecc. = 7.23 in ;Soil Data Allow Soil Bearing = 1,995,0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 45.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft FootingilSoll Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Stem Construction Design height ft = Wall Material Above "Ht" _ Thickness - Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Ibs = Moment.... Actual it-#= Moment..... Allowable - Shear ..... Actual psi = Shear..... Allowable psi = Soil Pressure @ Toe = 1,593 psf OK Soil Pressure @ Heel - 0 psi OK Allowable = 1,995 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 2,231 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 5.7 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.90 OK Sliding = 2.58 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force 525.6 Ibs less 1 Q0% Passive Force= - 730.0 Ibs less 100% Friction Force= - 626.8 Ibs Added Force Req'd - 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Footing Design Results Toe Heel Factored Pressure = 2,231 0 psf Mu': Upward = 0 738 ft-# Mu': Downward = 0 2,675 ft-# Mu: Design = 0 1,937 ft-# Actual 1-Way Shear = 0.00 5.70 psi Allow 1-Way Shear = 0.00 85.00 psi Toe Reinforcing = # 4 @ 18.00 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = # 4 @ 37.25 in Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0018 Toe Width - 0.00 ft Heel Width = 2.50 Total Footing Width = 20- Footing Thickness 16.00 in Key Width = 6.00 in Key Depth = 12.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in p Stem Stem OK 0.00 Masonry 6.00 # 5 16.00 Center 0.902 275.6 321.6 356.6 9.7 19.4 Bar Develop ABOVE Ht. in = 30.00 Bar Lap/Hook BELOW Ht. in = 6.00 Wall Weight = 58.0 Rebar Depth 'd' in = 2.75 Masonry Data . fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Special Inspection = No Modular Ratio'n' = 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 5.60 Masonry Block Type = Medium Weight Concrete Data fc psi= , Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S W Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 37.25 in, #5@ 48.25 in, #6@ 48. 1 KNA ENGINEERING Title: 2 SUNSET HARBOR, NEWPORT COAST Job # KNA 04-006 30101 AGOURA COURT, SUITE 120 Dsgnr: H H Date: 8:40AM, 11 APR 08 Description : SFR ((I AGOURA HILLS, CA, 91301 TEL 818 865 2026 Scope FAX 818 8661889 Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 -, ReW 680021 User: KW-0803737,Ver5.8.0,1-Dec-2003 Cantilevered RetainingWail Design Page 2 04-006.ecw:RETAINING WALL (I (c)1983-2003 ENERCALC Engineering Software Description DETAIL42/SSR-3 Summa of Overturnin & Resistin Forces &Moments ..,..OVERTURNING..... Force Distance Moment ,,...RESISTING..... Force Distance Moment Item Ibs ft ft-# Ibs ft ft # Heel Active Pressure - 525.6 1.61 846.8 Soil Over Heel = 770.0 1.50 1,155.0 Too Active Pressure = 0.47 Sloped.Soil Over Heel - Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = 0.00 Load @ Stem Above Soil = Soil Over Toe = Seismicl-oad Surcharge Over Toe = Stem Weight(s) = 203.0 0.25 50.8 ¢ Total = 525.6 O.T.M. = 846.8 Earth @ Stem Transitions= Resisting/Overturning Ratio = 2.90 Footing Weight = 500.0 1.25 625.0 j r e Vertical Loads used for Soil Pressure = 1,548.0 Ibs Key Weight Vert. Component 42.8 2.50 07.0 242.8 2.50 607,0 Vertical component of active pressure NOT used for soil pressure Total- 1,790.8 Ibs R.M.= 2,456.5