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HomeMy WebLinkAboutRW080227 - 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 04-052 Lot 15 Pelican Hill Newport L.UUSI, CA DATED 03/24/2008 PAGES 1- 24 Project: Job No: Y.NA 01-1- KNA ENGINEERING, INC. ofail Sheet: STRUCTURAL CONSULTANTS Client By: Date: 3— `1-0.1i? 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 IDE )44 /J JfAC.iI: Cv T o'L/-7?-4-"Po,r7r- " /I 'PG, 7!:.)A-1--ii.) S. , AN03 VS(.1‘ / 50a psf" -7-Ass)vrs ps.r/rr? 71/42/v 0 , I lo-ra cowl, (2,01- a 3(5 77/7,C: 500 S: 5EISH1C 2-9 P. 415 p ci: LJL 5AG KF I L_ SE S LQ • y' m Li 3 'I VIF/Ja V\1sFtSQFSi: )1* r 2— S4 - V \ (70 O. 1(0°‘ t DT /4 t I A .1SP Page Page 1 of l 3- al-4 ay -off EZ-Locate Interactive Geocoding Results Tale A,` las Use of these geocoding results is subject to License 6 sea greens place, pelican hills newport coast, ca EZ&ocate returned a segment match. Matched Address Location (WGS-84) 2000 Census 6 SEA GREENS NEWPORT COAST, CA 92657 Decimal Degrees Deg:Min:Sec FIPS State...: 06 FIPS Count 059 County..: Tract •0626.43 Block • 2011 FIPS Place...: 51186 FIPS MCD • 90420 MSA • 5945 CBSA • 31100 Metro • 42044 Micro 0 Lat: 33.596621 33:35:47.836N Lon:—117.853186 117:51:11.470W Standard Address Postal - Carrier • Overview Click here to log off the system Inset The red X represents the matched address. 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All rights reserved. httrr//www_geocode.com/EZLI/FindServtet 3/19/2008 Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.716 (Ss, Site Class B) 1.0 0.621 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.716 (SMs, Site Class D) 1.0 0.931 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.144 (SDs, Site Class D) IBC 2006 SEISMIC COEFFICIENT CS max.= SD1 T=Ct(hn)3i4 1= 1.0 T(R/I) 3,4 = 0.02x 8 R= 4.0 1.631 = 0.095 Z= 0.4 hn=8 SDs= 1.144 SM1= 0.931 SD1= 0.62 Cs = SDS (R/I) = 0.286 0.286 use CS MIN.= 0.01 Seismic Factor= 0.286 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Job # KNA04-052 Date: 3 _aila Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 (0)1983-2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 04-052.ecw:ENTRY GATE Description ENTRY GATE Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 0.50 ft 10.50 ft 0.00 : 1 6.00 in 110.00 pcf 68.0 psf Total Bearing Load ...resultant ecc. = 3,271 Ibs = 19.03 in Soil Pressure @ Toe = 2,385 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,319 psf ACI Factored @ Heel Footing Shear © Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding O psf 19.2 psi OK 4.3 psi OK 93.1 psi Soil Data r Elow Soil Bearing = 2,500.0 psf quivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 45.0 psf/ft = 300.0 psf/ft 0.0 ft = 0.300 = 0.00 in Stem Construction 1.57 OK 1.72 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 804.0 Ibs less 67 % Passive Force= - 399.6 Ibs less 100% Friction Force= - 981.4 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK mooting Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 3,319 = 5,739 = 920 = 4,819 = 19.15 = 93.11 = None Spec'd = None Spec'd = None Spec'd Heel 0 psf 0 ft-# 982 ft-# 982 ft-# 4.32 psi 93.11 psi Design height 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 Top Stem Footing Strengths & Dimensions fc = 3,000 psi Min. As % Toe Width Heel Width Total Footing Width = Fy = 60,000 psi 0.0014 1.83 ft 3.17 5.00 Footing Thickness = 18.00 in Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in ft= Stem OK 0.00 Masonry 16.00 # 5 16.00 Edge Ibs = ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' Masonry Data in = 0.665 714.0 4,105.5 6,174.9 5.0 25.8 30.00 7.08 175.0 13.00 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor psi = psi = 1,500 24,000 Yes No 25.78 1.330 Equiv. Solid Thick. in = 15.62 Masonry Block Type = Normal Weight Concrete Data fc psi = Fy psi = Other Acceptatite Saes &Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 G Job # KNA04-052 Date: 3- aLi- 0q. Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 (cj1983-2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 04-052.ecw:ENTRY GATE Description ENTRY GATE & Resistin Forces & Moments Item Force Ibs OVERTURNING Distance' Moment ft - ft-# Heel Active Pressure = 90.0 0.67 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 714.0 7.25 SeismicLoad = Total = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 60.0 5,176.5 804.0 O.T.M. = 5,236.5 = 1.57 3,271.4 Ibs Vertical component of active pressure used for soil pressure Force Ibs RESISTING Distance ft Moment 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 Weight = Key Weight Vert. Component = 100.8 4.08 411.7 0.00 100.8 0.92 92.4 1,925.0 2.50 4,812.5 1,125.0 2.50 2,812.5 19.8 5.00 98.9 Total = 3,271.4 Ibs R.M.= 8,228.1 16.0005in Mas w! #5 @ 16.in of Solid Grout, �ACf 6" #0@0.in @Toe #0@0. in @ Heel Designer select all horiz. reinf. 3'-2" 5'-0" 11'-0" 3- a-i-o(1 Pp= 399.6# 2385. psf 90.# KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 (cji383-2006 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Description Criteria c1 Job # KNA04-052 Date: og Cantilevered Retaining Wall Design CMU FOUNTAIN WALL-1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Total Bearing Load ...resultant ecc. 0.67 ft = 4.66 ft = 0.00 : 1 = 6.00 in = 110.00 pcf Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored © Toe = ACI Factored @ Heel = Footing Shear © Toe = Footing Shear © Heel Allowable = Wall Stability Ratios Overturning Sliding 33.0 psf 1,153 Ibs 7.92 in 1,303 psf OK 0 psf OK 1,500 psf Allowable 1,787 psf 0 psf 4.7 psi OK 2.6 psi OK 85.0 psi Soil Data Allow Soil Bearing = 1,500.0 psf 'Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft FootingIISoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in 1.89 OK 2.87 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 259.7 lbs less 67 % Passive Force= - 399.6 Ibs less 100% Friction Force= - 345.9 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Heel Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,787 721 195 526 4.66 85.00 None Spec'd None Spec'd None Spec'd 0 psf 0 ft-# 326 ft-# 326 ft-# 2.64 psi 85.00 psi 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 Moment....Actual Moment Allowable Shear Actual Shear Allowable Ibs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc psi = psi = Top Stem Stem OK 0.00 Masonry 8.00 # 5 16.00 Center Page 1 04-052.ecw: ENTRY GATE Footing Strengths & Dimensions fc = 2,500 psi Min. As % Toe Width Heel Width Fy = 60,000 psi 0.0014 0.83 ft 1.67 Total Footing Width = 2.50 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 0.747 158.3 462.7 619.4 4.0 19.4 30.00 6.00 84.0 3.81 1,500 24,000 Yes No 25.78 1.000 in = 7.60 Normal Weight Fy Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr psi = psi = 10 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: 580018 User: KV•0603737, Ver 5.8.0.1-Nov-2006 (0)1983-2008 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Job # KNA04-052 Date: 3- aN oz Cantilevered Retaining Wall Design Page 2 04-052.ecw:ENTRY GATE Description CMU FOUNTAIN WALL-1 S.t.o..rpa of Overturning & Resisting Forces & Moments 1 Item Force Ibs OVERTURNING Distandb Moment ft. ft-# Heel Active Pressure = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 153.8 4.50 SeismicLoad = Force Ibs RESISTING Distance ft Moment ft-# 106.0 0.72 76.6 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 692.0 Soil Over Toe = Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= = 1.89 Footing Weight = Key Weight Vert. Component Total = 259.7 O.T.M. = Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1,153.1 Ibs Vertical component of active pressure used for soil pressure 768.6 73.9 45.7 447.7 562.5 23.3 Total = 2.00 0.00 0.42 1.16 1.25 0.50 2.50 147.8 18.9 520.8 703.1 58.2 1,153.1 Ibs R.M.= 1,448.9 8.00005in Mas w/ #5 @ 16.in o/c 6" #0@0.in @Toe #0@0. in @ Heel Solid Grout, Designer select all horiz. reinf. 10" t ► 1'-8" 2'-6" 3" A 4'-8" 1 8" A V 1'-6" 4 5'-4" 12 i!NA04-05� 3 - aq -og Pp= 399.6#ppipp- 1303.1 psf 105.95# KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax L, Rev: 580018 User: KW-0603737, Ver 5.8.0.1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 13 Job # KNA04-052 Date: 3_ �� _ 0Z Cantilevered Retaining Wall Design Description CMU FOUNTAIN WALL-2 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 4.00 ft 5.33 ft 0.00 : 1 6.00 in 110.00 pcf = 33.0 psf 2,617 lbs = 6.77 in Soil Data Allow Soil Bearing = 1,500.0 psf '<Equivalent Fluid Pressure Method . Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft FootingllSoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in 1,208 psf OK 101 psf OK 1,500 psf Than Allowable = 1,594 psf 133 psf 9.6 psi OK 6.8 psi OK 85.0 psi Stem Construction 2.40 OK 1.51 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 856.5 lbs less 67 % Passive Force= - 505.7 Ibs less 100% Friction Force= - 785.0 Ibs Added Force Req'd ....for 1.5 : 1 Stability 0.0 lbs 0.0 lbs Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing OK OK Toe Heel 1,594 133 psf 3,341 0 ft-# 992 982 ft-# 2,349 982 ft-# 9.62 6.81 psi 85.00 85.00 psi. None Spec'd None Spec'd None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Page 1 04-052.ecw:ENTRY GATE Footing Strengths & Dimensions fc = 2,500 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Top Stem 2nd Fy = 60,000 psi 0.0014 2.00 ft 2.00 4.00 18.00 in = 12.00 in = 3.00 in = 0.00 ft @ Btm.= 3.00 in ft= Stem OK 4.00 Masonry 8.00 # 5 16.00 Center Stem OK 0.00 Masonry 12.00 # 5 16.00 Edge fb/FB + fa/Fa Total Force @ Section Ibs = Moment....Actual ft-#= Moment Allowable ft-#= Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor psi = psi = 0.757 175.9 468.7 619.4 4.4 19.4 30.00 30.00 84.0 3.81 0.644 530.3 1,651.4 2,563.0 5.4 19.4 30.00 6.00 133.0 9.00 1,500 24,000 Yes No 25.78 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data fc psi= Fy psi= Other Rcceptatte Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr 1,500 24,000 Yes No 25.78 1.000 11.62 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Job # KNA04-052 Date: 3 _ aq- D$ Cantilevered Retaining Wall Design Description CMU FOUNTAIN WALL-2 Page 2 04-052.ecw:ENTRY GATE Summary of Overturninc Item & Resisting Forces & Moments Force Ibs OVERTURNING Distance ft Momentft-# Heel Active Pressure = 680.6 1.83 Toe Active Pressure Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = 175.9 8.17 SeismicLoad = Total 1,247.8 1,436.1 = 856.5 O.T.M. = 2,684.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.40 2,616.8 Ibs Vertical component of active pressure used for soil pressure 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 Weight = Key Weight Vert. Component = 440.0 3.50 0.00 110.0 1.00 979.7 2.42 900.0 2.00 37.5 0.50 149.6 4.00 Total = 1,540.0 110.0 2,374.7 1,800.0 18.7 598.4 2,616.8 Ibs R.M.= 6,441.9 #0@0.in @Toe #0@0. in @ Heel 8.00005in Mas w/ #5 @ 161in o/c Solid Grout, 12.0005in Mas w/ #5 @ 16.in o/c Solid Grout, Designer select 4'-0" 5'-4" 5'-4" 4'-0" 4'-0" 9'-4" 33.psf Pp= 505.74# 1207.6psf 100.8psf 680.53# KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: 580018 LUser: KW-0603737, Ver 5.8.0,1-Nov-2006 (c.11983-2006 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Description Criteria Job # KNA04-052 Date: 3 _ 0% CMU FOUNTAIN WALL-3 Retained Height = 6.00 ft Wall height above soil = 5.33 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem = 33.0 psf Design Summary Total Bearing Load ...resultant ecc. = 3,534 lbs 9.50 in Soil Pressure @ Toe = 1,616 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,700 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 2,084 psf 0 psf = 15.8 psi OK 9.8 psi OK 85.0 psi Soil Data Allow Soil Bearing = 1,700.0 psf /Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingljSoil Friction Soil height to ignore for passive pressure = 0.00 in I Stem Construction = 45.0 psf/ft 45.0 psf/ft = 300.0 psf/ft 0.0 ft = 0.300 Top Stem Page 1 04-052.ecw:ENTRY GA I [Footing Strengths & Dimensions fc = 2,500 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 2.50 ft Heel Width = 2.00 Total Footing Width = 4.50 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 16.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd 2.04 OK 1.51 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 1,441.5 lbs less 67 % Passive Force= - 1,110.0 Ibs less 100% Friction Force= - 1,060.2 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK [ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1 Toe Heel 2,084 0 psf = 6,229 0 ft-# = 1,482 1,441 ft-# 4,747 1,441 ft-# = 15.75 9.84 psi = 85.00 85.00 psi = None Spec'd = None Spec'd = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ft= Stem OK 6.00 Masonry 8.00 _ # 5 16.00 = Center Stem OK 0.00 Masonry 12.00 # 5 8.00 Edge fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht. lbs = ft-# = ft-# = psi = psi = in = Bar Lap/Hook BELOW Ht. in Wall Weight psf Rebar Depth 'd' in Masonry Data fm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' _ Short Term Factor Equiv. Solid Thick. in = Masonry Block Type = Normal Weight Concrete Data 0.757 175.9 468.7 619.4 4.4 19.4 30.00 30.00 84.0 3.81 0.960 980.3 3,143.1 3,274.4 10.3 19.4 30.00 6.00 133.0 9.00 1,500 24,000 Yes No 25.78 1.000 7.60 1,500 24,000 Yes No 25.78 1.000 11.62 fc psi= Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr I� KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax ev: 580018 User: KV-0603737, Ver 5.8.0,1-Nov-2006 0983-2006 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Cantilevered Retaining Wall Design Description CMU FOUNTAIN WALL-3 Job # KNA04-052 Date: 3 _ a`j- D� Summary of Overturnin Item Page 2 04-052.ecw:ENTRY GATE & ResistingForces & Moments Force Ibs OVERTURNING Distanc0 ft Moment RESISTING Distance ft-# ft Heel Active Pressure = 1,265.6 2.50 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 175.9 10.17 SeismicLoad = 3,164.1 1,787.9 Total = 1,441.5 O.T.M. = 4,952.0 Resisting/Overturning Ratio = 2.04 Vertical Loads used for Soil Pressure = 3,533.9 Ibs Vertical component of active pressure used for soil pressure Soil Over Heel Force Ibs Moment ft-# 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 = 660.0 4.00 2,640.0 0.00 137.5 1.25 171.9 1,245.7 2.94 3,662.5 1,012.5 2.25 2,278.1 200.0 0.50 100.0 278.2 4.50 1,251.9 Total = 3,533.9 Ibs R.M.= 10,104.4 \NA04- DSO. 3- og #0@0.in @Toe #0@0.in @ Heel 1'-0" 8.00005in Mas w/ #5 16.in o/c Solid Grout, 12.0005in Mas w/ #5 @ 8.in o/c Solid Grout, Designer select all horiz. reinf. 2'-6" 4'-6" 2'-0" 3" 6'-0" 6'-0" 1'-6" 1'-4" A .2o KNAM - 05a 1615.9psf KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Rev: 580018 User: KW-0603737, Ver 5.8.0,1•Nov-2006 (0)1833-2008 ENERCALC Engineering Software Title : Dsgnr: Armond Yeghiayan Description : Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Job # KNA04-052 Date: 'J , aLl _ Cantilevered Retaining Wall Design Description CMU FOUNTAIN WALL-4 Criteria Retained Height = 8.00 ft Wall height above soil = 5.33 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf• Wind on Stem 33.0 psf Design Summary Total Bearing Load ...resultant ecc. = 4,641 lbs 11.72 in Soil Pressure @ Toe = 1,745 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,092 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 20.4 psi OK Footing Shear @ Heel = 10.3 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning Sliding = 1.51 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 2,206.5 lbs less 67 % Passive Force= - 1,948.7 lbs less 100% Friction Force= - 1,392.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Soil Data Allow Soil Bearing = 1,800.0 psf Equivalent Fluid Pressure Method -Heel Active Pressure = 45.0 psf/ft Toe Active Pressure = 45.0 psf/ft Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft FootinglISoil Friction = 0.300 Soil height to ignore for passive pressure = 0.00 in Stem Construction 1 1.96 OK Footing Design Results 1 Toe Heel Factored Pressure = 2,092 0 psf Mu' : Upward = 11,679 0 ft-# Mu' : Downward = 2,880 1,279 ft-# Mu: Design = 8,799 1,279 ft-# Actual 1-Way Shear = 20.35 10.29 psi Allow 1-Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Top Stem Page 1 04-052.ecw:ENTRY GATE noting Strengths & Dimensions . fc = 2,500 psi Fy = Min. As% _ Toe Width Heel Width Total Footing Width Footing Thickness 60,000 psi 0.0014 = 3.50 ft 2.00 = 5.50 18.00 in Key Width = 12.00 in Key Depth = 29.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 3.00 in @ Btm.= 3.00 in 2nd 3rd ft= Stem OK 8.00 Masonry 8.00 # 5 16.00 Center Stem OK 2.00 Masonry 12.00 # 5 8.00 Edge Stem OK 0.00 Masonry 16.00 # 5 8.00 Edge Total Force @ Section Ibs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data fm Fs Solid Grouting Special Inspection Modular Ration' Short Term Factor Equiv. Solid Thick. 0.757 175.9 468.7 619.4 4.4 19.4 30.00 30.00 84.0 3.81 0.960 985.9 3,144.1 3,274.4 10.4 19.4 30.00 30.00 133.0 9.00 0.949 1,610.3 5,714.9 6,021.9 11.5 19.4 30.10 6.00 175.0 13.00 psi = 1,500 psi= 24,000 Yes No = 25.78 = 1.000 in = 7.60 Masonry Block Type = Normal Weight Concrete Data 1,500 24,000 Yes No 25.78 1.000 11.62 1,500 24,000 Yes No 25.78 1.000 15.62 fc psi = Fy psi = -Other Acceptable Sizes & Spacings Toe: #4@ 10.00 in, #5@ 15.50 in, #6@ 21.75 in, #7@ 29.75 in, #8@ 39.00 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35. KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : Dsgnr: Armond Yeghiayan Description : Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Job # KNA04-052 Date: 3 _ a> I U$ Rev: 680018 User 4QS.0603737, Ver 6.8.0,1•Nov2008 (o)1883.2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 04.062.eaw:ENTRY GATE Description CMU FOUNTAIN WALL-4 of Overturnin Item OVERTURNING Force Distance's, Moment Ibs ft ft-# Heel Active Pressure = 2,030.6 3.17 6,430.3 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 175.9 12.17 2,139.7 SeismicLoad = Total = 2,206.5 O.T.M. = 8,570.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.96 4,641.2 Ibs Vertical component of active pressure used for soil pressure 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 Weight Key Weight Vert. Component 586.7 5.17 3,031.1 0.00 192.5 1.75 336.9 1,595.7 3.99 6,366.6 220.0 4.67 1,026.7 1,237.5 2.75 3,403.1 362.5 0.50 181.2 446.4 5.50 2,455.0 Total = 4,641.2 Ibs R.M.= 16,800.6 #0@0.in @Toe #0@0.in @ Heel 8.00005in Mas w/)5 @ 16.in o/c a S'olld Grout, 12.0005in Mas w/ #5 @ 8.in o/c Solid Grout, 16.0005in Mas w/ #5 @ 8.in o/c Solid Grout, 6" Designer select all horiz. reinf. 2'-5" • aN XNAo 1- OS� 1-9- Og 33.psf Pp= 1948.7# 1744.8psf 2030.6# 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 SIDFYARD GATE ENTRANCE Response to Plan Check #RW080227 FOR KNA 04-052 Lot 15 Pelican Hill Newport Coast, CA DATED 8/21 /2008 PAGES 1 - 12 KNA ENGINEERING, INC. STRUCTURAL CONSULTANTS Proj Y ct: o-k- \ `k Job No: Kfd/� 04- bSa 1A--CD COJ�S� 1C Sheet: J of 19— Client: By: Date: $ 21 1253 O$ 30101 Agoura Court • Suite 120 • Agoura Hills, CA 91301 • (818) 865-2026 `--- I / /; %i.ctj AC- t So'L ?EPQIIT f G©A-sre_/NE Ggori:Cfl. 71 NC". e i 1' st, P. 2 ,2..��`� A,ISE AR 1N°(.7, /`jn°/O ft.) i C i"-• -ill +Apo ps t74 a.5IDig•{� FlA , Z ' pJ SS 17,: c2o j,SJ' F'1C7 0/v o. G/5e 7YP, V CET SIEfSH!G g, I P -e-/5 t� SE/ S frr'C.. LQ A,) :o 2 X "�. ik--14( 3"V/- nlr_- g rd- (8-'NSFt ®rSi f(e°crqg V\.1 f i '.5oo'`s, Lr_sL. /3ACKFLk_ ) y� 0d�.` as tRR (6, z. t: c8 p51= .1SP Page Page l of l Sizkot EZ-Locate Interactive Geocoding Results Tele Atlas Use of these geocoding results is subject to License 6 sea greens place, pelican hills newport coast, ca EZ-Locate returned a segment match. Matched Address Location (WGS-84) 2000 Census 6 SEA GREENS NEWPORT COAST, CA 92657 Decimal Degrees Deq:Min:Sec FIPS State...: 06 FIPS County..: 059 Tract •0626.43 Block • 2011 FIPS Place...: 51186 FIPS MCD 90420 MSA • 5945 CBSA • 31100 Metro • 42044 Micro 0 Lat: 33.596621 33:35:47.836N Lon:-117.853186 117:51:11.470W Standard Address Postal - Carrier • Overview Click here to log off the system Inset The red X represents the matched address. Use of these results is subject to license Click here to geocode another address EZ-Locate Interactive at www.geocode.com © 2006 Tele Atlas. All rights reserved. httn • /RAM/1X/ op -port -vie rnm/F.7.T .T/FindServlet 3/19/2008 Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.01 deg grid spacing Period Sa (sec) (g) 0.2 1.716 (Ss, Site Class B) 1.0 0.621 (S1, Site Class B) Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 Spectral Response Accelerations SMs and SM1 SMs = FaSs and SM1 = FvS1 Site ClassD- Fa= 1.0,Fv=1.5 Period Sa (sec) (g) 0.2 1.716 (SMs, Site Class D) 1.0 0.931 (SM1, Site Class D) Conterminous 48 States 2006 International Building Code Latitude = 33.596621 Longitude =-117.853186 SDs = 2/3 x SMs and SD1 = 2/3 x SM1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.144 (SDs, Site Class D) y NAOH- CA, IBC 2006 SEISMIC COEFFICIENT CS max.= SD1 T(R/I) = 1.631 T=Ct(hn)3/4 = 0.02x 8 = 0.095 3/4 I= 1.0 R= 4.0 Z= 0.4 hn= 8 SDs= 1.144 SM1= 0.931 SD1= 0.62 Cs = SDS (R/I) = 0.286 0.286 use CS MIN.= 0.01 Seismic Factor= 0.286 KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : Dsgnr: Armond Yeghiayan Description : Job # KNA04-052 Date: 512t `2 os Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580018 User: KW-0603737, Ver 5.8.0.1-Nou-2006 (c)1983-2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 04-052-ecw:ENTRY GATE Description ENTRY GATE Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 0.50 ft = 10.50 ft = 0.00 : 1 = 6.00 in 110.00 pcf = 68.0 psf Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 3,271 Ibs 19.03 in 2,385 psf OK 0 psf OK = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 3,319 psf 0 psf 19.2 psi OK 4.3 psi OK 93.1 psi Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingIlSoil Friction Soil height to ignore for passive pressure = 0.00 in = 45.0 psf/ft 45.0 psf/ft 300.0 psf/ft = 0.0 ft = 0.300 Stem Construction 1.57 OK 1.72 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 804.0 Ibs less 67 % Passive Force= - 399.6 lbs less 100% Friction Force= - 981.4 lbs Added Force Req'd = 0.0 lbs OK OK ....for 1.5 : 1 Stability = 0.0 Ibs Footing Design Results Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe Reinforcing = Heel Reinforcing = Key Reinforcing = Toe 3,319 5,739 920 4,819 19.15 93.11 None Spec'd None Spec'd None Spec'd Heel 0 psf 0 ft-# 982 ft-# 982 ft-# 4.32 psi 93.11 psi. Design height 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 Footing Strengths & Dimensions Top Stem fc = 3,000 psi Min. As % Toe Width Heel Width = Total Footing Width = Footing Thickness = Fy = 60,000 psi 0.0014 1.83 ft 3.17 5.00 18.00 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 ft= Stem OK 0.00 Masonry 16.00 # 5 16.00 Edge Ibs = ft-#= psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.665 714.0 4,105.5 6,174.9 5.0 25.8 30.00 7.08 175.0 13.00 fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor psi = psi = 1,500 24,000 Yes No 25.78 1.330 Equiv. Solid Thick. in = 15.62 Masonry Block Type = Normal 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 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : Dsgnr: Armond Yeghiayan Description : Job # KNA04-052 Date: 12 Scope : Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 (c)1983-2006 ENERCALC Engineering Software Description Cantilevered Retaining Wall Design Page 2 04-052.ecw:ENTRY GATE ENTRY GATE 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 90.0 0.67 60.0 Soil Over Heel Load @ Stem Above Soil = 714.0 7.25 SeismicLoad = 5,176.5 Total = 804.0 O.T.M. = 5,236.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.57 3,271.4 Ibs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# 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 = 100.8 4.08 411.7 0.00 100.8 0.92 92.4 1,925.0 2.50 4,812.5 1,125.0 2.50 2,812,5 19.8 5.00 98.9 Total = 3,271.4 Ibs R.M.= 8,228.1 16.0005in Mas w/ #5 @ 16.in o/c #0@0.in @Toe #0@0.in @ Heel Solid Grout, - m F Gi: a Designer select all horiz. reinf. 1'-10" 3'-2" 5'-0" 8 KNAofrosa. Pp= 399.6# 2385.psf 90.# KNA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : WHEELER Job # KNA04-052 Dsgnr: K.S.K Date: �'Zt ZC�t7 Description : 2 STORY BUILDING W/ BASEMENT Scope : STRUCTURAL DESIGN Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580018 User: KW-0603737, Ver 5.8.0,1-Nov-2006 )1983-2006 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 1 04-052'.ecwfoun dation Description (E) Retaining Wall Criteria Retained Height = 11.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf 1_Axial Load Applied to Stem Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 7,961 Ibs 4.69 in = 1,724 psf OK = 792 psf OK 2,000 psf Than Allowable = 2,211 psf = 1,016 psf = 52.1 psi OK = 30.5 psi OK 114.0 psi Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf/ft Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure = 0.00 in Axial Dead Load Axial Live Load 0.0 psf/ft 300.0 psf/ft 0.0ft = 0.300 = 0.0 lbs = 2,385.0 lbs Stem Construction = 1.85 OK = 1.54 (Vertical Co Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 3,240.0 lbs less 67 % Passive Force= - 3,302.9 lbs less 100% Friction Force= - 1,672.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK _ Footing Design Results Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 2,211 15,676 2,296 13,380 = 52.07 = 114.04 = #5@15.50in = #5@18.00in = None Spec'd Heel 1,016 psf 0 ft-# 2,152 ft-# 2,152 ft-# 30.47 psi 114.04 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at = Design Data Footing Strengths & Dimensions Top Stem fc = 4,500 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in @ Btm.= 3.00 in Axial Load Eccentricity = 0.0 in 2nd 3rd 4th fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable ft= Stem OK 5.67 Masonry 8.00 # 5 8.00 Edge Stem OK 3.67 Masonry 12.00 # 5 8.00 Edge Stem OK 1.67 Masonry 16.00 # 6 8.00 Edge Fy = 60,000 psi 0.0014 4.00 ft 2.33 6.33 12.00 in 12.00 in 51.00 in = 0.00 ft Stem OK 0.00 Concrete 16.00 # 6 8.00 Edge lbs = ft-it = ft-#= psi = psi = Bar Develop ABOVE Ht. in = Bar Lap/Hook BELOW Ht. in = Wall Weight psf= Rebar Depth 'd' in = Masonry Data 0.813 639.2 1,135.6 1,751.9 11.9 25.8 30.00 30.00 84.0 5.25 0.797 1,208.9 2,953.7 4,354.9 12.7 25.8 30.00 30.00 133.0 9.00 0.774 1,958.6 6,091.2 9,033.6 14.3 25.8 36.00 20.93 175.0 13.00 0.433 4,628.3 16, 970.3 39,181.2 28.3 114.0 12.00 6.00 193.3 13.63 f m psi = Fs psi = Solid Grouting Special lnspection = Modular Ratio 'n' = 25.78 Short Term Factor = 1.330 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Concrete Data 1,500 24,000 Yes No 1,500 24,000 Yes No 25.78 1.330 11.62 1,500 24,000 Yes No 25.78 1.330 15.62 fc psi = 4,500.0 Fy psi= 60,000.0 Other Acceptable Sizes & Spacings Toe: #4@ 6.75 in, #5@ 10.50 in, #6@ 14.75 in, #7@ 20.25 in, #8@ 26.50 in, #9@ 33 Heel: Not req'd, Mu < S * Fr Key: #4@ 16.00 in, #5@ 24.75 in, #6@ 35. io I IA Engineering 30101 Agoura Court, Suite 120 Agoura Hills, CA 91301 (818) 865-2026 (818) 865-1889 Fax Title : WHEELER Jr# KNA04-052 Dsgnr: K.S.K Date: a 2 Y Description : 2 STORY BUILDING W/ BASEMENT Scope : STRUCTURAL DESIGN Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 580018 User: KW-0803737, Ver 5.8.0,1•Nov2008 toM1983-2008 ENERCALC Engineering Software Cantilevered Retaining Wall Design Page 2 04-052'.eow:Foundation Description (E) Retaining Wall 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 = SeismicLoad = Total 3,240.0 4.00 12,960.0 Resisting/Overturning Ratio 3,240.0 O.T.M. = 12,960.0 = 1.85 Vertical Loads used for Soil Pressure = 7,960.9 lbs Vertical component of active pressure used for soil pressure RESISTING Force Distance Moment Ibs ft ft-# Soil Over Heel = 1,206.0 5.83 7,032.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 4.67 Soil Over Toe = 220.0 2.00 440.0 Surcharge Over Toe = Stem Weight(s) = 1,386.6 4.53 6,277.2 Earth @ Stem Transitions= 464.2 5.03 2,333.2 Footing Weight = 949.5 3.17 3,005.1 Key Weight = 637.5 0.50 318.7 Vert. Component = 712.2 6.33 4,508.2 Total = 5,575.9 lbs R.M.= 23,915.3 #5@15.5in @Toe #5@18.in @ Heel 8.00005in Mas w/ #5 @ 8.in o/c Solid Grout, 12.0005in Mas w/ #5 @ 8.in o/c Solid Grout, 16.0005in Mas w/ #6 @ 8.in o/c Solid Grout, 16.0005in Conc w/ #6 @ 8.in o/c 2 3/4" ••••••••••••••••••••• • 5'-4" 2'-0" A 11'-0" 7" 2'-0" 2 1/2" yi3" Designer select all horiz. reinf. 1'-0" 5.-4" 4'-0" 2'-4" 6'-4" 1'-8" 4'-3" 1- 11'-0" K,+\EtUk-. I21 12.0e: �Z Pp= 3302.9# 1723.5psf edgy At It DL= 0., LL= 2385.50000000.0005#, Ecc= 0.0005in 791.79psf INKA X J i16.\ S +;Pt.y