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REVIEWED BLD BLD2025-0175+Structural_Analysis_or_Calculations+2.5.2025_9.03.19_AM+4746558civil & structural ENGINEERING engineering & planning RECEIVED BLD2025-0175 2/5/25 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 ............................................ REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ..............................................: STRUCTURAL CALCULATIONS Van Dyke Residence Retaining Wall Design 10103 243rd PL W Edmonds, WA 98020 4 pM. g WA��i'�tf1 �`�'• as a "�..� 4M ZONAL 1 /17/25 CG Project No.: 24453.10 Project Description This project involves the design of a new single family residence. The building will be 2-stories and be wood -framed. The gravity system will consist of wood trusses, joists, beams, columns and stud walls on a shallow concrete spread footing foundation. The lateral system will consist of plywood -sheathed shear walls with pre-engineered steel strap and threaded rod holdowns. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Soil Allowable Bearing Pressure 1500 psf Active Soil Pressure 35 pcf Passive Soil Pressure 300 pcf Seismic Soil Pressure 8H psf Coefficient of Friction 0.35 Description By Date JDM 12 30 2024 Project Summary Checked Date ENGINEERING Seale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Van Dyke Residence 24453.10 _� - �� . . �16LC ... . _ .. __ RETAINING WALL, _SCHEDU_LE . .. ... _._ WALL GEOMETRY _ _ ., WALL REINFORCING_ WALL TYPE MAX H ��T I B,< „V 11D11 ��S'" BARS "F" BARS 1 4' 0', 1 U 0 11 81, 12 #4 @ 12 r NOT REQ'D 2, b'_O" 1'- 1 7„ .... $�� 12" #4 @ 10" rL .. NOT REQ'D _ 3 7'-0"' 1'-9" 2'-0" ...... ........ 8" 12" #4 @ 9" EDGE NOT REQ'D NOTES: 1 FOUNDATION SHALL BEAR ON UNDISTURBED NATIVE SOIL 2._.NOTE THATTHE 4'AND_6_' TALL RETAINING WALLS HAVE REINFORCEMENT CENTERED IN ',- WALL. ALTERNATE HOOK DIRECTION INTO FOOTING EVERY OTHER BAR.'. C� Description By Date ENGINEERING ai,, ` \ 3# Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project Q�1t s t Job No. 2 425.778.8500 www.cgengineering.com Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residiince.ec6 LIC#'. KW-0601111, 1uild'.20.23.1,11 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - No Seismic Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 4.50ft AIIow Soil Bearing = 1,500.0 par Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 pahIt Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water fable above Passive Pressure = 450.0 psf/R bottom of footing = 0.0 ft Soil Density, Heel Soil Density, Toe 110.00 pcF = 110.00 pcf Footii Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overtumin9 ...Height to Top Toimm = 00.0 R Surcharge Over Toe = 0.0 ...Height to = 0.00R Used for Slitling80verturning Load Type = Wind(W) Axial Load Applied to Stem (Service Ue .I) Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 in (Strength Level) Project Title: Engineer - Project ID: Project DesCr: Adjacent Footing Load Adjacent Footing Load = 0.01b. Footing Width = 0.00 ft Eccentriaty = 0.00 in Wall to Fig CL Dist = 000ft Footing Type Spread Footing Base AboveBelow Soil = 0.0 R at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Van Dyke Residenceac6 LIC#'. KW-060152dd, Build'.2p23.OH.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - No Seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.0513 in2Rt 0.0018bh : 0.0018(12)1 0.1728 in21R Horizontal Reinforcing Options: _________=== One laver of : Two lavers of: Required Area : 0.1728 in2lR #4@ 13.89 to #4@ 27.78 in PRN detl Area : 0.2 in2M #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.5419 in2dt #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 0.83 R Toe Heal Heel Width = 1.50 Factored Pressure = 1,924 0 psf Total Footing Width = 2.33 Mu': Upwarid = 570 11 R4t Fooling Thickness = 12.00 in M. : Downward = a5 289 Rot Key Width = 0.00 in Mu: Design 485 OK 258 ft-# OK phiMn = 2'500 2'51 Key Depth = 0.00in Actual l-Way Shear = 1.65 4.69 psi Key Distance from Toe = O.00R Al.. 1-Way Shear - 40.00 40.00 psi fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi Toe Reinforcing = None Spec'd 1W.00pcf Heel Reinforcing = None SPectl Min. As % - 0.0016 Key Reinforcing = None Specd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, T. = 0.00 R-Ibs Footing AIIow. Torsion, phi Tu = 0.00 R-Ibs If toreion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn= phi5'lambda'sgrbfic)'Sm Heel: phiMn = phk5'lambda'sgrt(ic)'Sm Key: No key defined Min footing T&S reinf Area 0.60 in2 Min footing T&S reinf Area per foot 0.2E in2 A If one laver of horizontal bars: If two lavers of honzontal bars: #4@ 9.2E in .4118.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Cantilevered Retaining Wall Project File: Van Dyke Reali ence.ec6 LIC#'. KW-08015244 BUIId.20.23.0830 DESCRIPTION: 4' Retained - No Seismic CG ENGINEERING (c) ENERCALC INC 1983-2023 Design Summary Stem Construction Bottom Design Height Above Ft( ft= smm oK 0.00 Wall Stability Ratios Ovimummg = 1.86 OK Wall Material Above "Ht" Design Method = = Concrete ED ED ED Sliding = 1.83 OK Thickness = 8.00 Global Stability = 2.30 Rebar Size = # 4 Repair Spacing = 12.00 Total Bearing Loatl = 7,3081bs ...resultant ecc. - 6.38 in Rebar Placed at Design Data = Center Eccentricity outside middle third fb/FB+fa/Fa = o" Soil Pressure @ Toe = 1,374 psf OK Tonal Force @ Sestion Soil Pressure @ Heel = 0 psf OK S m.. Level Its= Allowable = 1,500 psf Strength Level Ibs= 567.0 Soil Pressure Less Than Allowable MomenL..Adual ACI Factored @ Toe = 1,924 psf AC I Factored @ Heal = 0 psf Service Level Strength Level R#= ft#= 850.5 Footing Shear@Tce = 1.]cast OK Moment Allowable = 3,387.E Footing Shear @ Heel = d.] psi OK Allowable = ]5.0 psi Shear.....Actual Service Level Psi= Sliding Calca Strength Level psi 11.8 Lateral Sliding Force = 529.4 Ibs Shear..... Allowable psi= 48.3 less 100%Passive Force - 281.3 firs Anet(Masoary) in2= less 100%Friction Force - 686.8 Its Wall Weight Psi- 100.0 Added Force Req'd = 0.0 Ibs OK Reber Depth 'd' In= 4.00 ....for 1.5 Stability = 0.0 Ibs OK Masonry Data Vertical component of active lateral soil pressure IS fin psi = NOT considered in the calculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mad! lar Ratio'n' _ Building Code Equiv. Solid Thick. _ Dead Load %Do Masonry Block Type = Live Lon tl 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi 2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-080152dd, tisId'.20.23.08.30 CO ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - No Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item lips ft ft-# Its ft ft-# HL Act Pre. (ab ..an tbl) 529.4 1.83 970.5 HL Act Pre. (be water ibl) Hydrostatic Force Buoyant Force Suroharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 529.4 O.T.M. = 970.5 Resisting/Overturning Ratio - 1.86 Vertical Loads used for Soil Pressure= 1,308.3 Ibs Vertical component of active lateral soil pressure IS NOT wnsidered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Over HL (alb. water tbl) 412.5 1.92 1.5 Soil Over HL (bel. water till 1.92 790.5 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Tce = 45.8 0.42 19.1 Surcharge Over Toe = Stem Weighf(s) = 500.0 1.17 581 Earth @ Stem Transitions= Footing Waghl = 350.0 1.17 408.2 Key Weight = Vert. Component - Total = 1,308.3 Ibs R.M= 1,801.0 Axial live "ad NOT inclutletl in total displayed, or used for overturning resistance, but ,included far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of sot (DeBectign due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.082 in The above calculation is not valid if the heel soil bearing ore..ure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. K, Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall a Project File: Van Dyke Resitlence.ec6 LIC#'. KW-06015M4,Bui14.20.23.09.30 CG ENGINEERING (c) ENERCALC INC 1993-2023 DESCRIPTION: 4' Retained - No Seismic Reber Lap & Embedment Lengths Information stem Dest n Segment: Bottom Stem Design Height: 0.00 R above top of footing lap Splice length for #4 bar specf.d in this ..in design segment (25.4.2.4.) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 5.91 in As Provided = 0.2000 in21R As Required = 0.1728 RIM Project Title: Engineer- Pmject ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Readence.ec6 LIC#'. KW-0a015244, Bu1-1,23.09.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - No Seismic PP= 281.25#L� 1-11 529# M Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-00015244, BUIId.20.23.0a 30 CG ENGINEERING (c) ENERCALC INC 1993-2023 DESCRIPTION: 4' Retained - No Seismic 8-w/rW 012- Project Title: Engine Projeot ID: Projeot DeaCr: 5'-0- Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-0a015244 Bulld'.20.23.0a.30 CG ENGINEERING (c) ENERCALC INC 19&3-2023 DESCRIPTION: 4' Retained - Seismic Code Reference. Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 4.50ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Slope Behind Wall - 0.00 Active Had Pressure - 35.0 psf/R Height of Soil over Tce = 6.00 in = Water table above Passive Pressure = 450.0 psf/R bottom of footing = 0.0 R Soil Density, Heel Soil Density, Toe = 110.00 pof = 110.00 pof FootingllSoil Friction = 0.525 Soil height tc ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#M Adlacent Footing Load = 0.0lbs Used To Resist Sliding & Overturning ...Height to Tap - 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 00 ...Haight 0 Bottom = 0.00R Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 R Axial Load Applied to Stem (Service Level) Footing Type Spread Footing Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Base Abo Below Sall _ at Back of Wall 0.0 R Axial Live Load - 0.0 Ibs (Strength Level) Poisson's Ratio = 0.300 Axial Load Eccanbicily = 0.0 in Earth Pressure Seismic Load Method :Uniform Unff.-Seismic Force = 44.000 Multiplier Used = 8.000 Total Seismic Force = 242.000 (Multiplier used on sail density) M Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-0601111, 1Dild'.2523.1,11 DESCRIPTION: 4' Retained -Seismic CG ENGINEERING (h ENERCALC INC 1983-2023 Design Summary Stem Construction Bottom Design Helghl Above Ftf ft= "m GK 0.00 Wall Stability Ratios Overturning = 1.50 OK Wall Material Above'HV Design Method = = Concrete ED ED ED Sliding = 1.45 Ratio<1.51 Thickness = 8.00 Global Stability = 2.33 Reber Size = # 4 Reber Spacing = 12.00 Total Bearing Load - 1,396 Ibs ...resultant ace. = US in Reber Plam at Design Data = Center Eccentricity outside middle third fb/FB+fa/Fa = 0.%2 Soil Pressure @Toe = 1,800 psf OK Total Force @Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 765.0 Soil Pressure Less Than Allowable MORamt....Actual ACI Fadoretl @ Toe = 2,519 psf ACI Fadoretl @ Heel = 0 psf Service Level Strength Level ft-#= ft-#= 1,296.0 Foofing Shear@Tce = 4.9 psi OK Moment.... Allowable = 3,387.6 Footing Shear @ Heel = 5.9 psi OK Allowable = 7&0 psi Shear..... Actual Service Level psi= Sliding Call Strength Level psi 15.9 Lateral Sliding Force = sees Ibs Shear..... Allowable psi= 48.3 less 100%Passive Force - 281.3 Ibs Am, (Masonry) in2= less 100%Friction Force - 732.9 Its Wall Weight psi= 100.0 Added! Force RN d = 0.0 His OK Reber Depth 'd' in = 4.00 ....for 1.5 Stability = 34.0 Its NG Masonry Data Vertical component of active lateral soil pressure IS fm pal = NOT consideretl in the calculation of soil bearing Fs Solid Grouting psi = = Load Factors Mod ar Ration' _ Build g Cotle Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASD E. H 1.600 Concrete Data Wind, W 1.600 fc p 2,500 Se1.000 Fy ps600imE i Project Title: Engineer- Prqect ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.eo8 LIC#'. KW-OE01111, 1Dild'.21,211,11 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained -Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Its ft ft-# HLACt Pres (ab water ib0 529.4 1.83 970.5 HL Ad Pres (be water ibl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem All Soil = Seismic Earth Load = 169.4 2.75 465.9 ZIIF.7�:kFL:Z�]Y Lf `7�IFkLZI Resisting/Ovarturning Rod, - 1.50 Vertical Loads used for Soil Pressure= 1,396.0 Ibs If seismic is Included the OTM and sliding mum may be 1.1 per section 1807.2.3 of IBC. VeNLal component of active lateral sail pressure IS NOT considered in Me calculation of Sliding Resistance. Vertical component of active lateml soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Over HL (ab. water tbl) 453.6 2.12 963.8 Soil Over HL(bel. vateribQ 2.12 963.8 Water Table Slopetl Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= ' Axial Live Load on Stem = Soil Over Toe = 55.0 0.50 27.5 Surcharge Over Toe = Stem Weight(.) = 500.0 1.33 (l Earth @ Stem Transitions= Footing Wall = 387.5 1.29 500.4 Key Weight = Vert. Component - Total = 1,396.0 Ithe R.M= 2,1W.4 Axial live load NOT included in total displayed or usetl for overturning resistance, but is inclutletl for sail pressure celculation. Till Horizontal Deflection at Too of Wall due to settlement of so! OeOedion due to wall bantling not considered) Soil Spring Reaction Moduli 250.0 pci Horizontal Deg @ Top of Wall (approximate only) 0.097 in The above calculation is not valid if the heel soil bearing Dessure exmed. that ofthe toe. because the wall vrould then tend to rotate into the retained soil. Cantilevered Retaining Wall Project File: Van Dyke Resldence.ec8 LIC#'. KW-060152d4, BDild.20.23.08.30 CO ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - Seismic Concrete Stem Reber Area Details Bottom Stem Vedicel Reinforcna Horizontal Reinforcing As (based on applied moment) : 0.0782 iri lft 0.001811 : 0.0018(12)(8): 0.1728 in21ft Horizontal Reinforcing Options: ___________= One laver of : Two lavers d: Required Area: 0.17281ni #4@ 13.89 in #4@ 27.78 in Provitletl Area : 0.2 in2lft #5@ 21.53 in #5@ 43.06 in Maximum An- 0.5419 irl #6@ 30.56 in #6@ 61.11 in Footing Data Footing Design Results Toe Width = 1.coft Tce Heel Had Width = 1.58 Factored Pressure = 2,519 0 psf Total Footing Width = 2.58 Mu': Upwartl = 989 0 ft-# Footing Thickness = 12.00 in M. : Downwertl = 123 325 ft4 Key Width = 0.00 in Mu: Design _ 8660K 325 ft# OK PhiMn - 2,500 2,500ft4f Key Depth = 0.00 in -00!0.00 Actual l-Way Shear 4.90 5.91 psi Key Distance from Toe = _ Allow 1-Way Shear 40.00 40.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing on. Spec'd Footing Concrete Density = 150.00 pot Heel Reinforcing = None Spec'I Min. As % - 0.0018 Key Reinforcing = None Spec'tl Cover @ Top 2.00 @ Btm. 3.00 in Footing Torsion, To = 0.00 ft-lb .Footing Allow. Torsion, phi To = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing tohi Other Acceptable Sizes & BDeCings Toe: phiMn=pW5'Imnbda'sgrgfo)'Sm Heel: phiMn = pW5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S rein/Area 0.61 1n2 Min footing T&S mini Area per foot 0.2E in2A If one laver of horizontal bars: If two lavers of horizontal bars: #40 9.26 in '118.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40 74 in Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ecl3 LIC#'. KW-08015244, BDild.20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 4' Retained - Seismic Reber Lap & Embedment Lengths Information Stem Design Segment: BolWm Stem Design Heigh, 0.00 ft above by of footing Lap Splice length for #4 bar specgietl in this stem design segment (25.4.2.4a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 5.91 in As Provided = 0.2000 in2/ft As Required = 0.1728 in2f t 6 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residance.ec6 LIC#'. KW-0601111,1 Id'.2e23.0 ,11 CG ENGINEERING (c) ENERCALC INC 1963-2023 DESCRIPTION: 4' Retained - Seismic Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LICb'. KW-06015244, Bu0d.20.23.0a 30 CO ENGINEERING (c) ENERCALC INC 19&3-2023 DESCRIPTION: 4' Retained - Seismic Clear Cover: 3.75" Pp= 281.25#� 6' 52- 169# I I JJJJ 1'-7" 1"Y T-r Lateral earth pressure due to the soil BELOW water table 2'-7. Seismic lateral earth pressure Project Title: Engineer - Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-111114,1 Id'.20,211,11 CG ENGINEERING (c) ENERCALC INC 1963-2023 DESCRIPTION: 6' Retained - No Seismic Code Reference Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 6.50% All ow Soil Bearing = 1,500.0 psf Wall height above soil = 0.50R Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/R Height of Soil over Toe = 6.00 in = Water table above Passive Pressure = 450.0 psf/R bottom of fooling = 0.0 it Soil Density, Heel Soil Density, Toe = 110.00 pct = 110.00 pd FootingllSoiIFriction = 0.525 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #M Used TO Resist Sliding & Overturning ...Height to Top = 0.00it Surcharge Over Toe = 0.0 ...Heighten Bottom = O.00R Used for Sliding8Overturning Load Type = Wind(W) Axial Load Applied to Stem (service Levep Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Loade Load Eccentricity = 0.0 00In� (Strength Level) Adjacent Footing Load Adjacent Footing Load = 0.0lbs Footing width = 0.00 It Eccentriaty = 0.00 in Wall to Ftg CL Dist = O.00R Footing Type Spread Footing Base Alo ve/Below Soil = 0.0 It Back of Wall Poisson's Ratio = 0.300 Project Title: Engine Project ID: Project DesCr: CallResidence-6evered Retaining Wall Project File: Van Dyke Residence6 LIC,'. KW-06015244 BUAd'.20.23.0a.30 DESCRIPTION: 6' Retained - No Seismic CG ENGINEERING (c) ENERCALC INC In -- Design Summary Stem Construction Bottom Design Height Above Ftc smm oK %= 0.00 Wall Stability Ratios Overtuming = 1.% OK Well Material Above "Ht" Design Method = Concrete = ED ED ED Sliding = 1.51 OK Thickness = 800 Global Stability = 1.90 Reber Slas = it 4 Rater Spacing = 12.00 Total Bearing Load = 2,2981bs ...resuhant ecc. - 8.13 in Rebar Placed at Design Data = Center Ecoanricity outside middle third fb/FB+fa/Fa = 0.73fi Soil Pressure @ Toe = 1,488 psf OK Total Force @ Section Soil Pressure @ Had = 0 psf OK S.Mce Level Its= Allowable = 1,500 psf Strength Level Ibs= 1,183.0 Soil Pressure Less Than Allowable Moment..ACWal ACI Factored @ Toe = 2,084 psf ACI Facenrad @ Heel = 0 psf Service Level Strength Level RJt= ft4= 2,563.2 Footing Shear @ Too = 8.3 psi OK MomenL....Allowable = 3,387.6 Footing Shear @ Heel = g.g psi OK Allowable = ]5.0 psi Shear.....Actu.1 Service Level Psi= Sliding Calcs Strength Level psi= 24.6 Lateral Sliding Force = 984.4 Ibs Shear ---Allowable psi = 48.3 less 100%Passive Force 281.3 lb s Anat (Masonry) in2= less 100%Friction Force - 1,206.3lbs Wall Weight psi= 100.0 Added Force Req'd = O.O Ibs OK Rebar Depth 'd' In= 4.00 ....for 1.5 Stability = 0.0 Ibis OK Masonry Data Vertical component of active lateral soil pressure IS fen pal = NOT considered in the calculation of soil bearing Fs Solid Grouting psi = = Load Factors Motlular Ration' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Rssidence.ec6 LIC#'. KW-06015244, Build'.20.23.03.30 CG ENGINEERING (c) ENERCALC INC 1963-2023 DESCRIPTION: 6' Retained -No Seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1547 in2lft 0.0018bh : 0.0018(12)1 0.1728 in2I8 Horizontal Reinforcing Option.: ___________= One laver of : Two lavers of: Required Area : 0.1728 in2/8 #4@ 13.89 in #4@ 27.78 in Provitletl Area : 0.2 in2/. #5@ 21.53 in #5@ 43.06 in Maximum Area : 0.5419 in2#I #6@ 30.56 in #6@ 61.11 in Footing Data Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 2.08 Factoretl Pressure = 2,GIM 0 psf Total Footing Width = 3.41 Mu': Upward = 1,578 146 ft-# Footing Thickness = 12.00 in M. Dow RI = 218 1,041 ft4 Key Width = 0.00 in Mu: Design _ 1,361 OK 895 ft4f OK PhiMn - 2,500 2,500- Key Depth = 0.00 in A Way Shear = 8.32 8.90 psi Key Distance from Toe = 0.00 ft Al- low 1-Way Shear - 40.00 40.00 psi ,c = 2,500 psi Fy = 60,000 psl Toe Reinforcing = Nona Spec'd Footing Concrete Density = 1W.00pd Heel Reinforcing = None Spec'tl Min. As Y. 0.0018 Key Reinforcing = None Spectl Cover @ Top 2.00 @ Btm 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exeeeda allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn=phi" 5'lambda'sgrRfc)"Sm Heel: phiMn = phi'5'lambda'sgd(fc)"Sm Key: No key defined Min footing T&S reinf Area 0.88 in2 Min footing T&S mind Arce per foot 0.26 in2 IR If one laver of horizontal bars: If two lavere of horizontal bars: #4@ 9.26 in #4C1 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.3] in #6@ 40.74 in Project Title: Engineer - Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence. ec6 LIC#'. KW-06015244,13 d'.20.23.".c CG ENGINEERING (c) ENERCALC INC 1963-2023 DESCRIPTION: 6' Retained - No Seismic Reber Lap & Embedment Lengths Information stem Desi,n segment: Bi Stem Design Heigh, 0.00 ft above top of footing Lap Splice length for #4 bar sp,,,F,d in this stem design segment (25.4.2.4.) = 18.72 in Development length for #4 bar specified In this stem design segment = 14.40 in Hooketl embedment 1an91h into footing for #4 bar specified in this .Win tlesign segment = 5.91 in As Provitletl = 0.2EW in2/ft As Required = 0.1600 in2f t Cantilevered Retaining Wall Project File: Van Dyke Resldence.ec8 LIC#'. KW-06015244 tisid'.20.23.0830 CG ENGINEERING DESCRIPTION: 6' Retained - No Seismic (c) ENERCALC INC 1993-2023 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item be ft ft-# be ft ft-# HL Act Pres (ab water tb0 984.4 2.50 2,460.9 Soil Over HL (ab. water t hi) 1,012.7 2.70 2,739.1 ALAct Pres (be water tbp Soll Over HL (bel. water tbl) 2.70 2,739.1 Hydrostatic Force Water Table Buoyant Force = Sloped Soil Over Has = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Loatl = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = ' Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 73.2 0.67 48.6 = Sucharge Over Toe = Stem Weight(.) = 700.0 1.66 1,164.3 Total = 984.4 O.T.M. = 2,460.9 Earth @ Stem Transitions= Footing Weighl = 512.0 1.71 873.6 Key Weight = Resisting/Overturning Ratio - 1.96 Vert. Component - VerticalLoads used for Soil Pressure= 2,297.8 Ibs Total= 2,297.8 Iba RM= 4,825.7 ' Axial live load NOT incl"dad in total displeyed, it used for overtuming resistance, but is included far soil pressure celculation. Vertical component of active lateal soil pressure IS NOT censitlerad in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered In the calculation of Overtuming Resistance. Till Horizontal Deflection at Too of Wall due to settlement of so! (DeBectien due to wall bantling not censidered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.085 in The above calculation is not valid if the heel soil bearing D.-he -..ad. that of the to.. because the wall would the, tend to rotate into the retained soil. Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence-6LIC#'. KW-06015244 BDild'.20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retained - No Seismic 8" w/ N4 @ 12" 7 Project Title: Project Title: Engineer: Engineer: Project Project ID: DesCr. Project ID: Project DesCr: Cantilevered Retaining Wall Cantilevered Retaining Wall Proj.dFlle:Van Dyke Residence.ec6 Project File: Van DykeResldence.ec8 LIC#'. KW-0501111, 1uild'.20.23.1,11 DESCRIPTION: 6' Retained - No Seismic CG ENGINEERING (c) ENERCALC INC 1993-2023 LIC#'. KW-06015244, Bu,1. 23.0a.30 DESCRIPTION: 6' Retained - Seismic CG ENGINEERING (c) ENERCALC INC 19 2023 Code Reference. Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 6.50fl Allow Soil Bearing = 2,000.0 psf Wall height above ..if = 0.0fl Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Had Pressure - 35.0 psf/R Height of Soil over Toe = 6.00 in = Water table above Passive Pressure = 450.0 psf/R -.- bottom of footing = 0.0 ft Soil Densty, Heel 110.00 pd Soil Densty, Toe 1pd FootingJjSoil Friction 0.525 0.525 = \ S t0 ignore for fr Pght or passive pressure 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Had = 0.0 Pan Lateral Load = 0.0 Ism Adlacent Footing Load = 0.01bs `\ Used To Resist Sliding &Overtumin9 ...Height to Tap 0wft Footing Width 0.00ft Surcharge Over Toe = 0.0 _ ...Height to Bottom 0.00ft Eccentricity 0.00 in = Used for Sliding & Overturning Load Type = Wervice Wall to Ftg CL Dist 0.00 R Axial Load Applied to Stem (Service Level) Footing Type Spread Footing \ Axial Dead Load _ 0.0 Ibs Wind on Exposed Stem = 0.0 psf Base AboveBelow Soil 0.0 R at Back of Wall Axial Live Load 0.01bs (Strength Level) = Poisson's Ratio 0.300 Axial Load Eccentricity = 0.0 in Pp= 281 25#� Earth Pressure Seismic Load Methotl : Uniform Multiplier Uaad = 8.000 Uniform Seismic Force = 60.000 Total Seismic Force = 450.000 3' 1" (Multiplier used on soil density) Lateral earth pressure due to the soil BELOW water table Project Title: Engineer - Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.eo8 LIC#'. KW-06015244Build'.2e23.".n CG ENGINEERING (c) ENERCALC INC 1993-2023 DESCRIPTION: 6' Retained - Seismic Design Summary Stem Construction Bottum Design Height Above srem oK ry= Wall Stability Ratios Wall Material Above "HV Hr' = Concocts Overturning = 1.OK Design Methotl = SD SD SD Sliding = 1.22 22 Retio<1.5! Thickness = 8.00 Global Stability = 1.95 Reber Size = # 4 Reba r Spacing = 10.00 Total Bearing Load = ...resultantece. - 2,477 Ibs 12.29 in Reber Placed at Design Data Center Eccentricity outside middle third fb/FB+fa/Fa Soil Pressure @Toe = 1,942 psf OK Total Force @Section Soil Pressure @ Heel = 0 psf OK Service Level Its - Allowable = 2,000 psf Strength Level Ibs= 1,573.0 Soil Pressure Less Than Allowable Mma-L.Astual ACI Factorad @ Toe = ACI Factored @ Heel = 2,718 psf 0 psf Sarni. Level Strength Level ft4= ft-#= 3,830.7 Footing Shear @ Tce = 13.4 psi OK MomenL....Allowable = 4,014.1 Footing Shear @ Heel = Allowable = 13.0 psi OK ]5.0 psi shear LA..ctual Service Level psi= Sliding Call Strength Level psi = 32.8 Lateral Sliding Force = 1,299.4 Is: Shear..... Allow able psi = 51.3 less 100%Passive Force 281.3 lb Anst(Masonry) in2= less 100%Friction Forces - 1,300.51bs Wall Weight ml- 100.0 Added Force Req'd = 0.0 lb. OK Rebar Depth 'd' In = 4.00 ....for 1.5 Stability = 367.3 Its NG Masonry Data Vedical component of active laterel soil pressure IS fro psl = NOT considered in the calculation of soil bearing Fs Solid Grouting psi = = Load Factors Mod! Is, Red.'n' _ Building Cotle Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Eal H 1.600 crete Data Con Wind, W 1.600 fc psi = 2,500.0 Seifism , E 1.000 Fy pei= 60,000.0 Project Title: Engine Project ID: Project Deacc Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-06015244 Build'.20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1903-2023 DESCRIPTION: 6' Retained - Seismic Concrete Stem Rebar Area Details Bottom Stem Vertical Rmnforcno Horizontal Reinforcin0 As (based on applied moment) : 0.231lft 2 m 0.0018bh: 0.W18(12)(8): 0.1128 in21fl Horizontal Reinforcing Options: ------------ One laver of: Two lavers of: Required Area: 0.2312 in2lry #4@ 13.89 in '@ 21.78 in Firm, dad Area : 0.24 in2lft #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.5419 in21ry #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 1.w fit Toe Heel Heel Width = 2.25 Fadmad Pressure = 2,718 0 psf Total Footing Width = 3.75 Mu': upwaof = 2,459 10 RJt Footing Thickness = 12.00 in M. Downwartl = 2T7 1'.1 RJt Key Width = 0.00 in Mu: Design _ 2.182 OK 1,291 fl4f OK phiMn - 2,500 2,500 fl-# Key Depth = 0.00 in Actual l-Way Shear = 13.38 13.04 psi Key Distance from Toe = 0:00 Allow 1-Way Shear - 40.00 40.W psi fc = 2,500pal Fy = Footing Concrete Density = 60,000 psi Toe Reinforcing None Specd 1W.00 pd Heel Reinforcing = None SPec'tl Min. As % - 0.0018 Key Reinforcing = No SIP Cover @ Top 2.00 @ Btm: 3.00 in Footing Torsion, Tu = 0.00 ft-Ibs Footing Allow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing toreion. Other Acceptable Sizes & Spacings Toe: phiMn= phi5'lambda'sgd(fc)'Sm Heel: phiMn = phi 5'lambda'sgd(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.26 in2 A If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 9.26 in "a 18.52 in #5@ 14.35 in "@28.]0 in #6@ 20.37 in #6@ 40.]4 in Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence-6 LIC#'. KW-0601111, 1uild'.20.23.1,11 CG ENGINEERING DESCRIPTION: 6' Retained - Seismic (c) ENERCALC INC 1983-2023 Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# us ft ft-# HLAct Pres (ab wateribl) 984.4 2.50 2,460.9 SOII Over HL (ab. water ON) 1,132.1 2.96 3:11 HL Act Pres(be water tbp Soil Over HL (bel. water ibl) 2.96 3,349.1 Hydrostatic Force Water Table Buoyant Force - Sloped Soil Over Heel = Surcharge over Heel = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Adds, Lateral Load = ' Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 82.5 0.75 61.9 Seismic Earth Load = 315.0 3.75 1,181.3 Surcharge Over Toe = _ Stem Weighl(s) = 700.0 1.83 1,283.3 Total = 1,299.4 O.T.M. = 3,642.2 Earth @ Stem Transitions= Footing Weighl = 562.5 1.88 1.054.7 Key Weight = Resisting/Overturning Ratio - 1.58 Vert. Component - VedicalLoads usetl for Soil Pressure= 2,477.1 Ibs Total = 2,477.1 Its R.M= 5,749.0 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed or usetl for resistance, but is included for sail pressure calculation. overtuming may be 1.1 per section 180� 2.3 of IBC. VeNcal component of adive lateral soil pressure IS NOT considered in Me calculation of Sliding Resistance. Vertical component of active lateral soll pressure IS NOT considered In the calcula0on of Overtuming Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement of so! (Degedion due to wall banding not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.101 in The above colwlation is not valid if the heel soil bearing Dressure exceeds that of the to.. because the wall would then tend to rotate into the retained soll. Project Title: Engineer- Projed ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-111111,1 Id'.28.23.1,11 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retained - Seismic 8• wf #4 @ 10- 6 1'-6- 2•-3- 3'-7 r-v Cantilevered Retaining Wall 0 Project File: Van Dyke Residence-6 LIC#'. 108015244 BuiId.20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retained -Seismic Reber Lap & Embedment Lengths Information Stem Design Seament: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar sp,,W,d in this stem design segment (25.4.2.4a) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project Title: Engine Project ID: Project DesCr: O 5.91 in 0.2400 inM 0.2312 in2fft Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-08015244, Build'.20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: 6' Retained - Seismic Pp= 281.25#,= Y z-r 8 984# 31W Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure 9 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residiince.ec6 LIC#'. KW-06015244,BU H 11,23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: T Retained -No Seismic Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 7.50ft AIIow Soil Bearing = 1,500.0 par Wall height above soil = 0.50ft Equivalent Fluid Pressure Method Active Heel Pressure - 35.0 pah It Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel = 0.0 ft Passive Pressure Soil Density, Heel = 450.0 psf/ft = 110.Do pd Soil Density, Toe = 110.00 pcf Footii Friction = 0.525 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 Psf Lateral Load = 0.0 #Ift Used To Resist Sliding & Overtumin9 ...Height to Top Top = 00.0 R Surcharge Over Toe = 0.0 ...Height to = 0.00 ft Used for Slitling80verturning Load Type = Wind(W) Axial Load Applied to Stem (Service UM.I) Axial Dead Load = 0.0 be Wind on Exposed Stem = 0.0 psf Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 in (Strength Level) Project Title: Engineer - Project ID: Project DesCr: Adjacent Footing Load Adjacent Footing Load = 0.01bs Footing Width = 0.00 ft Eccenhiaty = 0.00 in Wall to Ftg CL Dist = 000ft Footing Type Spread Footing Base Above/Below Soil = 0.0 R at Back of Wall Poisson's Ratio = 0.300 Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-060152d4, BUAd'.2n23.2.t4 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 7' Retained - No Seismic Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinfominc As (based on applied moment) : 0.2377 in2lft 0.00181thh : 0.0018(12)1 0.1728 in21R Horizontal Reinforcing Options: _________=== One laver of : Two lavers d: Required Area : 0.2377 in2dt #4@ 13.89 to #4@ 27.78 in PRN d.d Area : 0.24 in2M #5@ 21.53 in #5@ 43.06 in Maximum Area: 0.5419 in2dt #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 1.50 ft Toe HeelHeel Heel Width = 2.67 Fedored Pressure = 2,077 45 psf Total Footing Width = 4.17 Mu': Upwarid = 2,063 743 R# Fooling Thickness = 12.00 in M. Downward = 277 2,348 R# Key Width = 0.00 in Mu: Design 1.786 OK 1,604 ft# OK PhiMn = 2,500 2,500ft# Key Depth = 0.00 in Actual l-Way Shear = 10.fi6 10.63 psi Key Distance from Toe = O.00ft Al.. 1-Way Shear - 40.00 40.00 psi fc = 2,500 psi Fy = Footing Concrete Density = 60,000 psi Toe Reinforcing = None Spec'd 1W.00pd Heel Reinforcing = None SPectl Min. As % - 0.0016 Key Reinforcing = None Specd Cover @ Top 2.00 @ Btm= 3.00 in Footing Torsion, T. = 0.00 ft-Ibs Footing AIIow. Torsion, phi Tu = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: phiMn=ph'S'lembda'sgrt(fc)'Sm Heel: phiMn = ph'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 1.08 1n2 Min footing T&S reinf Area per knot 0.26 in2 A If one laver or horizontal bars: If two lavers of hozo nntal bars: #4@ 9.26 in #40 18.52 in #5@1435in @ 28in 237 n #6@44 n#6.i Cantilevered Retaining Wall Project File: Van Dyke Reali ence.ec6 LIC#'. KW-08015244 BUIId.20.23.2.14 DESCRIPTION: T Retained - No Seismic CG ENGINEERING (c) ENERCALC INC 1983-2022 Design Summary Stem Construction Bottom Design Height Above Ft( smm 0K ft= 0.00 Wall Stability Ratios Ovimummg = 2.25 OK Wall Material Above "Ht" Design Method = Concrete = ED ED ED Sliding = 1.53 OK Thickness = 8.00 Global Stability = 1.86 Rebar Size = # 4 Rater Spacing = 10.00 Total Bearing Load = 3,1611bs ...resultant ace. - 7.99 in Rebar Placed at Design Data = Center Eccentricity within middle third ib/FB+fa/Fa = o.980 Soil Pressure @ Toe = 1,484 psf OK Total Force @ Section Soil Pressure @ Heel = 32 psf OK S m.. Level Its= Allowable = 1,500 psf Strength Level Ibs= 1,575.0 Soil Pressure Less Than Allowable Moment...Adual ACI Factored @ Toe = 2,077 psf AC I Factored @ Heel = 45 psf Service Level Strength Level ft#= ft# = 3,937.5 Footing Shear @ Too= 10.7 psi OK Moment Allowable = 4,014.1 Footing Shear @ Heel = 10.8 psi OK Allowable = 75o psi Shear.....Actual Service Level Psi= Sliding Calca Strength Level psi 32.8 Lateral Sliding Force = 1,264.416s Shear..... Allowable psi51.3 less 100%Passive Force 281.3 firs Anet(Masoary) in2= less 100%Friction Force - 1,659.4 Its Wall Weight psi 100.0 Added Force Req'd = 0,0 Ibs OK Reber Depth 'd' In= 4.00 ....for 1.5 Stability = 0.0 Ibs OK MasonryData Vertical component of active lateral soil pressure IS fm psi = NOT considered in the calculation of soil bearing Fs Solid Grouting Psi= = Load Factors Mad! lar Rat.'n' _ Building Code Equiv. Solid Thick. _ Dead Load %Do Masonry Block Type = Live Los tl 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.600 fc psi2,500.0 Seismic,E 1.000 Fy psi= 60,000.0 Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-08015244 tisid'.20.23.2.14 CO ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: T Retained - No Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# HLAotPres (ab water ib0 1,264.4 2.83 3,582.4 HL Ad P. (be water ib0 Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 1,264.4 O.T.M. = 3,582.4 Resisting/Overturning Ratio = 2.25 Vertical Load. used for Soil Pressure= 3,160.8 be Vertical component d active lateral soil pressure IS NOT wnsidered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overtuming Resistance. Soil Over AL (anwatertbl) 1,652.8 3.17 5,236.5 Soil Over HL (bel. water till 3.17 5,236.5 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= Axial Live Load on Stem = Soil Over Toe = 82.5 0.75 61.9 Surcharge Over Toe = Stem Weighl(s) = 800.0 1.83 1,466.7 Earth @ Stem Transitions= Footing Waghl = 625.5 2.09 1,304.2 Key Weight = Vert. Component - Total = 3,160.8 Iba R.M= 8,069.2 Axial live "ad NOT inclutletl in total displayed, or used for overturning resistance, but ,included far sail pressure calculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (Defledicn due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deft @ Top of Wall (approximate only) 0.079 in The above calculation is not valid if the heel soil bearing Dra-re exceeds that of the toe. because the well would then tend to rotate into the retained soil. 10 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project Esser: Cantilevered Retaining Wall a Project File: Van Dyke Resitlence.ec6 LIC#'. KW-06015M4, BuiId.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: T Retained -No Seismic Rebar Lap & Embedment Lengths Information stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specf.d in this ..in design segment (25.4.2.4.) _ Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = Project Title: Engine Project ID: Project DesCr: 8.40 in 0.2400 in2nt 0.2377 RIM Cantilevered Retaining Wall Project File: Van Dyke Residence.ec8 LIC#'. KW-0601114, Build'.21,212,14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 7' Retained -No Seismic Pp= 281.259� 1264# Lateral earth pressure due to the soil BELOW water table Cantilevered Retaining Wall Project File: Van Dyke Residenca.ec8 LIC#'. KW-08015244, Bulld.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: T Retained - No Seismic ram- z•-e- 4._2. Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec8 LIC#'. KW-08015244 Bu1d'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 7' Retained - Seismic Code Reference. Calculations per IBC 2021 1807.3, ASCE 7-16 Criteria Soil Data Retained Height = 7.50fi Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50f1 Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 35.0 ps#ft Height of Soil over Tce = 6.00 in Water height over heel = 0.0 M Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge 0v Toe = 00 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 be Axial Live Load - 0.0 Ir Axial Load Eccenbicity = 0.0 in Earth Pressure Seismic Load Passive Pressure = 450.0 psf/R Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pct FootiogllSoil Friction = 0.525 Soil height tc ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load - 0.0#M ...Height to Tap = 0.00ft ...Haight 0 Bottom = 0.0 ft Load Type = Wind(W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Method! : Uniform Uniform Ssismic Force = 68.000 Multiplier Used - 8.000 Total Seismic Force = 578.000 (Multiplier used on sail density) Adjacent Footing Load Adjacent Footing Load = 0.0lbs Footing Width = 0.00 it Eccentricity = 0.00 in Wall to Ftg CL Dist - 0.00 ft Footing Type Spread Footing Base Ab—Melow Sail = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 11 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-06015244, Build'.2n23.2.14 DESCRIPTION: 7' Retained -Seismic CG ENGINEERING (h ENERCALC INC 1983-2022 Design Summary Stem Construction Bottom Design AboveFtS srem GK ft= Wall Stability Ratios Overturning = 1.OK ail HV Wall Material Above "Hr' Design Method c.00 = Concrete oncrete = SD SD SD Sliding = 1.18 18 Ratio<1.5! Thickness = 8.00 Global Stability = 1.86 Reber Size = # 4 Reber Spacing = 9.00 Total Bearing Load - 3,212 be ...resultant ace. - 13.21 in Reber Placed at Design Data = Edge Eccentricity outside middle third fb/FB+fa/Fa Soil Pressure @ Toe = 1,930 psf OK Total Force @ Section Soil Pressure @ Heel = 0 psf OK Service Level Ibs= Allowable = 2,000 psf Strength Level Ibs= 2,085.0 Soil Pressure Less Than Allowable MORamt....Actual ACI Factorad @ Toe = 2,702 psf ACI Facmretl @ Heal = 0 psf Service Level Strength Level ft-#= ft-#= 5,850.0 Food" Shear @ Top = 20.5 psi OK Moment.... Allowable = 7,122.4 Footing Shear @ Heel = la.7 psi OK Allowable = 7&0 psi Shear..... Actual Service Level psi= Sliding call Strength Level psi= 27.8 Lateral Sliding Force = 1,669.0 Ibs Shear..... Allowable psi= 45.8 less 100%Passive Force 281.31bs Am, (Masonry) in2= less 100%Friction Force - 1,686.3 Im Wall Weight psi= 190.0 Added Force RNd = 0.0 His OK Reber Depth 'd' in 6.25 ....for 1.5 Stability = 535.9 It. NG Masonry Data Vertical component of active lateral soil pressure IS fm psi = NOT considered in the calculation of soil bearing Fs Solid Grouting psi = = Load Factors Modular Ration' _ Building Code Equiv. Solid Thick. _ Dead Load 1.200 Masonry Block Type = Live Lop tl 1.600 Masonry Design Method = ASD E. H 1.600 Concrete Data Wind, W 1.600 fc psi= 2,500.0 SeismioE 1.000 Fy psi60,000.0 Project Title: Engineer- Prqect ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Residence.ec6 LIC#'. KW-06015244, But-1,23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: T Retained - Seismic Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibis ft ft-# HLAct Pres (ab water ib0 1,264.4 2.83 3,582.4 HL Act Pres (be water ibl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem All Soil = Seismic Earth Load = 404.6 4.25 1.719.6 ZIIF.7�IfY:SE=7Y Lf„7�.]KUSIS Resisting/Overturning Ratio - 1.67 Vediral Loads used for Soil Pressure= 3,212.0 Ids If seismic is Included the OTM and sliding mum may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral sail pressure IS NOT considered in Me calculation of Sliding Resistance. Vertical component of active lateml soil pressure IS NOT considered in the calculation of Overtuming Resistance. So!I Over HL (ab. water ibl) 1,652.8 3.42 5,649.7 Soil Over HL(bel. vateribQ 3.42 5,649.7 Water Table Slopetl Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= ' Axial Live Load on Stem = Soil Over Toe = 96.3 gas 84.2 Surcharge Over Toe = Stem Weight(.) = 800.0 2.06 1,666.7 Em. @ Stem Transitions= Footing Wall = 663.0 2.21 1,465.2 Key Weight = Vert. Component - Total = 3,212.0 Ithe R.M= 8,865.8 Axial live load NOT included in total displayed or usetl for overturning resistance, but is inclutletl for sail pressure celculation. Till Horizontal Deflection at Too of Wall due to settlement of so! (DeBedion due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizomel Deg @ Top of Wall (approximate only) 0.097 in The above calculation is not valid if the heel soil bearing Dressure exmed. that of the toe. because the ,all vrould then tend to rotate into the retained soil. Cantilevered Retaining Wall Project File: Van Dyke Residenca.ec6 LIC#'. KW-0so15244, Build.20.23.2.14 CO ENGINEERING DESCRIPTION: T Retained -Seismic (c) ENERCALC INC 1983-2022 Concrete Stem Reber Area Details Bottom Stem Vedicel Reinforcing Horizontal ReinforcinO As (based on applied moment) : 0.2192 iri lft 0.001811 : 0.0018(12)(8): 0.1728 in21ft Horizontal Reinforcing Options: ------------ One laver of : Two lavers m: Required Area: 0.2192 it lft #4@ 13.89 in #4@ 27.78 in Pro, died Area : 0.2667 in2#t #50 21.53 in #5@ 43.06 in Maximum Area: 0.8467 iIrl #6@30.56 in #6@61.11 in Footing Data Footing Design Results Toe Width = 1.75ft Tce Heel Had Width = 2.67 Factored Pressure = 2,702 0 psf Total Footing Width = 4.42 Mu': Upward = 3,412 103 ft-# Footing Thickness = 12.00 in Mu': Downwam = 377 2,348 ft4 Key Width = 0.00 in Mu: Design PhiMn _ 3.036 OK - 10,125 2.245 ft# OK 2,500ft-# Key Depth = 0.00 in Acluall-Way Shear 20.54 16.72 psi Key Distance from Toe = 0.00ft Allow 1-Way Shear _ 75.00 40.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = If @ 9.00 in Footing Concrete Density = 150.00 pcf Heel Reinforcing = None Spec'tl Min. As % - Cover @ Top 2.00 @ Bt.: 0.0018 Key Reinforcing 3.00 in Footing Torsion, To = No Spec'd = 0.00 ft-b. Fooling Allow. Torsion, phi To = 0.00 ft-Ibs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & BDeCings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 In, #9@ 46.29 in, #10@ 58.79 m Heel: phiMn = ph'5'lambda'sgrdfc)'Sm Key: No key definetl Min footing T&S rein/Area 1.15 in2 Min footing T&S mini Area per foot 0.26 in2A If one laver of horizontal bars: If two lavers of horizontal bars: #40 9.26 in '118.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40 74 in Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining We Project File: Van Dyke Residence.ec6 LIC#'. KW-08015244, BUAd'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: 7' Retained - Seismic Reber Lap & Embedment Lengths Information Stem Design Segment: BolWm Stem Design Heigh, 0.00 ft above by of footing Lap Splice length for #4 bar specgietl in this stem design segment (25.4.2.4a) = 18.72 in Development length for #4 bar specified in this stem design segment = 14.40 in Hooked embedoul length into footing for #4 bar specified in this stem design segment = 8.40 in As Provided = 02667 in2/ft As Required = 0.2500 in2f t 12 Project Title: Engine Project ID: Project DesCr: Project Title: Engine Project ID: Project DesCr: Cantilevered Retaining Wall Project File: Van Dyke Resioance.ec6 LIC#'. KW-06015244, BUAU'.20.23.2.14 CG ENGINEERING (c) ENERCALC INC 1993-2022 DESCRIPTION: T Retained -Seismic e- w1 #4 9• 6" Clear Cover: 1.5" g•-0- 7.-6" #4@9in Toe 1'-9• 2'-6• - 4'-5• Cantilevered Retaining Wall Project File: Van Dyke Resloence.ec6 LIC#'. KW-06015244, BUIIE'.20.23.2.14 CO ENGINEERING (c) ENERCALC INC 19M-2022 DESCRIPTION: 7' Retained - Seismic PP= 261.25#,= /3-0• Lateral earth pressure due W the soil BELOW water table Seismic laterel earth pressure 13