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Home My WebLink AboutPD 2019-0006; ABEDI MOGHADDAM RESIDENCE; STRUCTURAL CALCULATIONS ALLAN BLOCK RETAINING WALL; 2023-02-06VEVELOPMENP GROUP INC. CONSULTING ENGIN ERS STRUCTURAL CALCULATION Grading Retaining Walls w/Allan Block Phone/Fax:(818)484m5650 Cell=Ph. :(818)425=5587 E=mail:vot@votdesign.roet 1545 N Verdugo Rd Ste 104 Glendale CA 912(}8c.2854 Abedi Moghaddam Family Residence 2670 ARGONAUTA ST. CARLSBAD,CA .. _ AL LAN B Lo Gf=:--_. K5 \k \ N l N(4o/' W A-L-L~ t> ~ s 1 es-"'\. 6" J '-o·:_ __ 1 '-0':_ __ 2'-0" __ ,+S ~ L.c:,<::..t-:-,. 8 Xt'L,X 18 5'-0" 5'-0" f-3 ALl---ffl-·D Lc><::_K \J\]'-f\-L L- L,, 1 er a. I Po r C:"-. , , f I r H~ c; I J "'" I '2 C> l'f t i f&~{n)rtt (f)~2 kP ~ -:::_ o, I 44 froJ\1 ~<;, ( t1J, p~ =-/(yl lb.f a) D,tJ ~1 r . y 0 "" w,c(~ ~.t:O Cr.,..,¢{ )L=60 LL=O#~~O~-r -- p= 3 79. 1 7# ~ 1617.9psf If~, h &to e,4'.JD -Pou '.J cu ·f •~ r-1;-, r _, •• • /T l 7 ,-;t . • ~ '.: 61 Gt /6 2 =--77[!, ~ -J;Q-oo r7 : -f V% M t r« r,o&-2J(f '•II It--1_"'1 'Z t' ... \ 0 ''-CC): C I I ,· ~ p-'? v-~ tt ~ <. n ~ 6~ A .✓)e., 3 IR x· { Q V'\._ d ( C: k: __ - P-4 allllal .. VEVELOPMENT ft:::: ~ 1 GROUP INC. Project Title:. ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 Project Descr: 2 LEVEL SINGLE FAMILY HOUSE CONSULTING ENGINEERS (Jjf [} FoK Printed: 6 FEB 2023. 12:38AM Cantilevered Retaining Wall File: Argonauta final.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 1.1 I • • DESCRIPTION: gravity WALL-Landscaping wall H=5' / loads design for geogree: planter or tree, axil dl=60 as patio Criteria Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 0.00: 1 6.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. I Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure = Soil Density, Heel = Soil Density,Toe = Friction Coeff btwn Ftg & Soil = 35.0 psf/ft 35.0 psf/ft 300.0 psf/ft 120.00 pcf 120.00 pcf 0.350 Soil height to ignore for passive pressure = 12.00 in Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 I Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Lateral Load = 162.0 plf ... Height to Top = 4.00 ft ... Height to Bottom = 0.00 ft Wind on Exposed Stem = 25.0 psf I Design Summary \ Stem Construction Top Stem Wall Stability Ratios Overturning Sliding = 0.39 UNSTABLE! 0.43 UNSTABLE! Total Bearing Load = 980 lbs ... resultant ecc. = 35.60 in Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Stem OK ft= 0.00 = Masonry in= 8.00 = # 5 in = 8.00 = Edge Adjacent Footing Load = 0.0 lbs Footing Width = 2.00 ft Eccentricity = 0.50 in Wall to Ftg CL Dist = 0.33 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.5 ft Poisson's Ratio = 0.300 Resultant Exceeds Fig. Width! Soil Pressure @Toe = 0 psf OK Design Data ----------------------- Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 0 psi ACI Factored @ Heel = 0 psf Footing Shear@Toe = 2.7 psi OK Footing Shear@ Heel = 2.6 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,238.6 lbs fb/FB + fa/Fa Total Force@ Section Moment....Actual Moment... .. Allowable Shear. .... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing less 100% Passive Force = 187.5 lbs less 100% Friction Force = 34G.O lbs M;~onry Data Added Force Req'd = ~ 1 lbs NG Fy c ... .for 1.5 : 1 Stability = L;:327-4 lb~~ Solid Grouting Load Factors Dead Load Live Load Earth,H Wind,W Seismic, E 1.200 1.600 1.600 1.600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 0.811 lbs= 1,081.1 ft-I= 2,024.4 fl-I= 2,495.7 psi= 17.2 psi= 38.7 psf = 84.0 in= 5.25 in= 45.00 in= 6.00 in= 6.00 psi= 1,500 psi = 24,000 = Yes = 21.48 = 1.000 in= 7.60 = 3 = ASD UINPOEVELOPMENP IJ'Vf GROUP INC. CONSULTING ENGINEERS Cantilevered Retaining Wall 1,1 I Project Title: ABED I MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-20 18 Project Descr: 2 LEVEL SINGLE FAM ILY HOUSE Printed: 6 FEB 2023. 12:38AM File: Argonauta final.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • • DESCRIPTION: gravity WALL-Landscaping wall H=5'. / loads design for geogree: planter or tree, axil dl=60 as patio I Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.00 Factored Pressure = 0 O psi Total Footing Width = 2.00 Mu': Upward = 0 0 ft-lb Footing Thickness = 12.00 in Mu' : Downward = 172 113 ft-lb Mu: Design = 172 113 ft-lb Key Width = 0.00 in Actual 1-Way Shear 2.71 2.63 psi = Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #4@ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4@ 18.00 in Footing Concrete Density 150.00 pcf Key Reinforcing = None Spec'd Min. As% = 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Blm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING .. , .. Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 630.0 2.00 1,260.0 Surcharge over Heel = Toe Active Pressure = -39.4 0.50 -19.7 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 648.0 3.00 1,944.0 Load @ Stem Above Soil = 6.00 Total = 1,238.6 O.T.M. = 3,184.3 Resisting/Overturning Ratio = 0.39 Vertical Loads used for Soil Pressure = 980.0 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component = = = = = = = = = = = = = .. ... RESISTING ..... Force Distance Moment lbs ft ft-lb 200.0 1.83 366.7 60.0 420.0 300.0 0.50 1.33 1.00 30.0 560.0 300.0 Total= 980.0 lbs R.M. = 1,256.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. ~EVEiOPHENP GROUP INC. CONSULTING ENGINEERS Cantilevered Retaining Wall t.l t A_ I }t == ' Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH TOROSSIAN Project ID: 02-2018 Project Oescr:2 LEVEL SINGLE FAMILY HOUSE FoJC Printed: 6 FEB 2023, 12:26AM File: Argonauta final.ec6 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.31 • • DESCRIPTION: gravity WALL-Landscaping wall H~·, loads design for geogree: planter or tree, axil dl=60 as patio Criteria j Soil Data Calculations per ACI 318-11, ACI 530-11, IBC 2012, CBC 2013, ASCE 7-10 Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. 4.00 ft 0.00 ft 0.00: 1 6.00 in 0.0 ft NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Allow Soil Bearin~ = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = 35.0 psf/ft 35.0 psf/ft 300.0 psf/ft 120.00 pcf 120.00 pcf 0.350 Friction Coeff btwn Fig & Soil = Soil height to ignore for passive pressure = 12.00 in I Surcharge Loads I Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Lateral Load = 162. 0 plf ... Height to Top = 4.00 ft ... Height to Bottom = 0.00 ft Wind on Exposed Stem = 17.0 psf I Design Summary I Stem Construction Top Stem Wall Stability Ratios Overturning Sliding = = 0.40 UNSTABLE! 0.47 UNSTABLE! Total Bearing Load = 856 lbs Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Stem OK ft= 0.00 = Masonry in= 8.00 = # 5 in= 8.00 = Edge Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 lbs = 2.00 ft = 0.50 in = 0.33 ft Line Load = 0.5 ft = 0.300 ... resultant ecc. = 34.18 in Resultant Exceeds Fig. Width! Soil Pressure @ Toe = 0 psf OK Design Data ----------------------- Soil Pressure @ Heel = 0 psf OK Allowable = 2,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 0 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 2.7 psi OK Footing Shear@ Heel = 2.2 psi OK Allowable = 75.0 psi Sliding Cales (Vertical Component NOT Used) Lateral Sliding Force = 1,046.1 lbs less 100% Passive Force = 187.5 lbs less 100% Friction Force --299.8 lbs Added Force Req'd = 559.0 lbs NG ... .for 1.5 : 1 Stability ~~-1 §jP Load Factors - Dead Load Live Load Earth,H Wind, W Seismic, E 1.200 1.600 1.600 1.600 1.000 fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment... .. Allowable Shear ..... Actual Shear ..... Allowable Wall Weight Rebar Depth 'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fy( Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 0.669 lbs= 923.6 ft-I= 1,668.6 ft-I= 2,495.7 psi= 14.7 psi= 38.7 psf= 84.0 in= 5.25 in= 30.00 in= 6.00 in= 6.00 psi= 1,500 psi= 24,000 = Yes = 21.48 = 1.000 in= 7.60 = 3 = ASD f-l ~EVELOPMENT GROUP INC. CONSULTING ENGINEERS Cantilevered Retaining Wall t.l I Project Title: ABEDI MOGHADDAM RESIDENCE Engineer: VAROOZH_ TOROSSIAN Project ID: 02-2018 Project Descr:2 LEVEL SINGLE FAMILY HOUSE Printed: 6 FEB 2023. 12:26AM File: Argonauta mal.ec6 Software copyright ENERCALC, INC. 1983-2020, Bui/d:12.20.5.31 • • DESCRlPTION: gravity WALL-Landscaping wall H=5' I lords design for geogree: planter or tree, axil dl=60 as patio I Footing Dimensions & Strengths I Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = j,QQ Factored Pressure = 0 O psf Total Footing Width = 2.00 Mu': Upward = 0 0 ft-lb Footing Thickness ::: 12.00 in Mu' : Downward = 172 95 ft-lb Mu: Design = 172 95 ft-lb Key Width = 0.00 in Actual 1-Way Shear 2.71 2.21 psi = Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe ::: 0.00 ft Toe Reinforcing = #4@18.00in fc = 2,500H:si fy = 60,000 psi Heel Reinforcing = #4@18.00in Footing Concrete ensity = 150.00 pcf Key Reinforcing = None Spec'd Min. As% ::: 0.0018 Other Acceptable Sizes & Spacings Cover@Top 2.00 @Btm.= 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined I Summary of Overturning & Resisting Forces & Moments .... ,OVERTURNING ..... Force Distance Moment Item lbs ft ft-lb Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = -39.4 0.50 -19.7 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load ::: Axial Dead Load on Stem = Added Lateral Load = 648.0 3.00 1,944.0 * Axial Live Load on Stem = Load @ Stem Above Soil = 5.00 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Total = 1,046.1 O.T.M. = 2,653.5 Footing Weight = Resisting/Overturning Ratio = 0.40 Key Weight = Vertical Loads used for Soil Pressure = 856.0 lbs Vert. Component ::: .. ... RESISTING ..... Force Distance Moment lbs ft ft-lb 160.0 1.83 293.3 60.0 336.0 300.0 0.50 1.33 1.00 30.0 448.0 300.0 Total= 856.0 lbs R.M. = 1,071.3 * Axial live load NOT included in total displayed1 or used for overturning resistance, but is included for soil pressure ca1culation. ( ~ -, L 6" 1 '-0" 1 '-0"