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REV1 REVIEWED BLD2023-0553+Structural_Analysis_or_Calculations+10.27.2023_1.28.19_PM+3866473C � ENGINEERING REVISION Oct 27 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning BLD2023-0553 ,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT! SUPPLEMENTAL CALCULATIONS Carranza Residence Remodel 9215 Olympic View Dr Edmonds, WA 98020 10/10/23 CG Project No.: 22373.10 Project Description This supplemental set provides calculations for replacing the foundations and lowering the basement elevation approximately 18" to obtain a ceiling height of 8ft, and the design of a 6' basement retaining wall on the east side of the structure. The existing house will need to be temporarily supported to allow for the excavation and foundation replacement. The design will be based on assumed soil values of 35pcf active and 8H seismic loading. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category D Importance Factor, IW 1 (Non -Essential Facility) Mean Height 18 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.042 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ZSH 10/20/2023 Project Summary Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Carranza Residence 22373 243 (D) + 210 (L) + 157 (S) PLF EX BM w w EX BM18 243 (D) + 210 (L) + 157 (S) PLF 331 (D) + 188 (L) + 317 (S) PLF BM16 BM16 GA6 BM16 i L ------1 ODB-t:-JMT CIO x 0 J o EX FJ o m w BM11* G11 BM12 G12 X w vl- BM11 'll` wli X w BM15 Gj BM15* EX BM17 354 (D) + 250 (L) + 317 (S) PLF UPPER FLOOR FRAMING KEY PLAN u:)- EX BM EX BMCD + m EX im p^ iX DJ w �i EX B o � LL EX DJ � EX BM DA 1 B M 19 r, Description By --7! { Date Checked �t Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No Edmonds, WA 98020 425.778.8500 jti;C www.cgengineering.com COMPANY I PROJECT WoodWorks ®R SOFTWARE FOR WOOD DESIGN Oct. 20, 2023 08:49 1 Ex Floor Joist12 Design Check Calculation Sheet Wood Works Sizer 2023 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(16.0") psf Load2 Live Full Area 40.00(16.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 11' 5" 11' 4-1/2" Unfactored• Dead Live Factored: 114 304 114 304 Total 419 419 Bearing: Capacity Joist 937 937 Support 1055 1055 Des ratio Joist 0.45 0.45 Support 0.40 0.40 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 Minimum Dearing iengtn setting usea: wz Tor ena supports FJ12 Lumber in -ply, D.Fir-L, No.2, 2x6, 2-ply (X'x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 11' 5'; Clear span: 11' 4"; Volume = 1.3 cu.ft. Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 35 Fv' = 180 psi fv/Fv' = 0.19 Bending(+) fb = 941 Fb' = 1345 psi fb/Fb' = 0.70 Live Defl'n 0.30 = L/452 0.38 = L/360 in 0.80 Total Defl'n 0.42 = L/328 0.57 = L/240 in 0.73 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 CALCULATIONS: V max = 417, V design = 382 (NDS 3.4.3.1(a)) lbs; M(+) = 1186 lbs-ft EI = 33.27e06 lb-in^2/ply "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.00 permanent + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2021) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. RETAINING WALL MAIN FLOOR FRAMING KEY PLAN Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Camanza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft Height of Soil over Toe = 0.00 in = Water table above Passive Pressure = 300.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 331.0 lbs Axial Live Load = 317.0 lbs Axial Load Eccentricity = 0.0 in :ate Lateral Load Applied to Stem Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs ...Height to Top = 0.00 ft Footing Width = 0.00 ft ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft (Service Level) Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft Wind on Exposed Stem = 0.0 psf at Back of Wall (Strength Level) Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Camanza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall Design Summary Wall Stability Ratios Overturning = 1.68 OK Slab Resists All Sliding ! Global Stability = 1.29 Total Bearing Load = 1,878 lbs ...resultant ecc. = 4.24 in Eccentricity within middle third Soil Pressure @ Toe = 1,210 psf OK Soil Pressure @ Heel = 156 psf OK Allowable - 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,694 psf ACI Factored @ Heel = 218 psf Footing Shear @ Toe = 18.9 psi OK Footing Shear @ Heel = 2.3 psi OK Allowable = 75.0 psi Sliding call Lateral Sliding Force = 817.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Stem Construction Bottom Stem - Design Height Above Ftf ft= 0.00 Wall Material Above "HV' = Concrete Design Method = SD Thickness = 8.00 Reber Size = # 4 Reber Spacing = 9.00 Reber Placed at = Center Design Data fb/FB+fa/Fa = e.455 Total Force @ Section Service Level lbs = Strength Level Ibs= 1,008.0 Moment.... Actual Service Level ft-#= Strength Level ft#= 2,016.0 Moment..... Allowable = 4,422.4 Shear..... Actual Service Level psi= Strength Level psi= 21.0 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data Fc psi= 2,500.0 Fy psi= 60,000.0 SD SD Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.1217 in2/ft (4/3) `As : 0.1623 in2/ft Min Stem T&S Reinf Area 1.280 in2 200bd/fy : 200(12)(4u60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.16 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2667 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 1.75 it Toe Heel Heel Width = 1.00 Factored Pressure = 1,694 218 psf Total Footing Width = 2.75 Mu': Upward = 2,115 15 ft-# Footing Thickness = 10.00 in Mu': Downward = 230 52 ft-# Mu: Design = 1,885 OK 37 ft-# OK Key Width = 0.00 in phiMn = 7,724 8,925ft-# Key Depth = 0.00 in Actual 1-Way Shear = 18.90 2.35 psi Key Distance from Toe = 1.77 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = # 4 @ 9.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = 94 @ 9.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd 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 torsion. Other Acceptable Sizes & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 0.59 in2 Min footing T&S reinf Area per foot 0.22 in2 IR If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (C) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall Summary of Overturning & Resisting Forces & Moments .OVERTURNING..... .....RESISTING..... For....ce Distance Moment Force Distance Moment Item Ibs It ft-# Ibs it ft-# HL Act Pres (ab water IN) 817.2 2.28 1,861.3 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 817.2 O.T.M. = 1,861.3 Resisting#Overturning Ratio = 1.68 Vertical Loads used for Soil Pressure = 1,878.4 Ibs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (alb. water tbl) 220.0 2.58 568.3 Soil Over HL (bel. water tbl) 2.58 568.3 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 331.0 2.08 689.6 Axial Live Load on Stem = 317.0 2.08 660.4 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 666.7 2.08 1,388.9 Earth @ Stem Transitions= Footing Weight = 343.8 1.38 472.7 Key Weight = 1.17 Vert. Component = Total = 1,561.4 Ibs R.M= 3,119.5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Deb @ Top of Wall (approximate only) 0.081 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall 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 specified in this stem design segment (25.4.2.3a) = 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 = 6.00 in As Provided = 0.2667 in2/ft As Required = 0.1600 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Caranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall 8" w/ #4 @ 9" #4@9in @ Toe #4@9" @ Heel 3" 2�_9�� 6,_8" Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Car nza Residenw.ec6 LIC#: KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall DL=331 F1 817# n n 0 ■ Lateral earth pressure due to the soil BELOW water table Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Camanza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC Code Reference. - Calculations per IBC 2018 1807.3, CBC 2019, ASCE 7-16 Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.67 ft Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure - 35.0 psf/ft Height of Soil over Toe = 0.00 in = Water table above Passive Pressure = 300.0 psf/ft bottom of footing = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 331.0 lbs Axial Live Load = 317.0 lbs Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Strength Level) Uniform Seismic Force = 54.667 Total Seismic Force = 373.556 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Spread Fooling Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Camanza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC Design Summary Stem Construction Bottom Stem - Design Height Above Ftf ft= 0.00 Wall Stability Ratios Wall Material Above "HV' = Concrete Overturning = 1.42 Ratio < 1.5! Design Method = SD SD SD Slab Resists All Sliding 1 Thickness = 8.00 Global Stability = 1.29 Reber Size = # 4 Total Bearing Load = 1,941 lbs ...resultant ecc. = 7.26 in Eccentricity outside middle third Soil Pressure @ Toe = 1,268 psf OK Soil Pressure @ Heel = 0 psf OK Allowable - 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,776 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 24.8 psi OK Footing Shear @ Heel = 3.4 psi OK Allowable = 75.0 psi Sliding Call Lateral Sliding Force = 1,078.6 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Reber Spacing = 10.00 Reber Placed at = Center Design Data fb/FB+fa/Fa = 0.747 Total Force @ Section Service Level lbs = Strength Level Ibs= 1,336.0 Moment.... Actual Service Level ft-#= Strength Level ft#= 3,000.0 Moment..... Allowable = 4,014.1 Shear..... Actual Service Level psi= Strength Level psi= 27.8 Shear..... Allowable psi= 75.0 Anet(Masonry) in2= Wall Weight psf= 100.0 Reber Depth in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Modular Ratio'n' _ Equiv. Solid Thick. _ Masonry Block Type = Masonry Design Method = ASD Concrete Data Fc psi= 2,500.0 Fy psi= 60,000.0 Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcina Horizontal Reinforcing As (based on applied moment) : 0.1811 in2/ft (4/3) `As : 0.2415 in2/ft Min Stem T&S Reinf Area 1.280 in2 200bd/fy : 200(12)(4u60000 : 0.16 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8) : 0.1728 in2/ft Horizontal Reinforcing Options : ------------ One laver of : Two lavers of Required Area: 0.1811 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.24 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Data Footing Design Results Toe Width = 2.25 it Toe Heel Heel Width = 1.00 Factored Pressure = 1,776 0 psf Total Footing Width = 3.25 Mu': Upward = 3,393 0 ft-# Footing Thickness = 10.00 in Mu': Downward = 380 52 ft-# Mu: Design = 3,014 OK 52 ft-# OK Key Width = 0.00 in phiMn = 6,985 8,065ft-# Key Depth = 0.00 in Actual 1-Way Shear = 24.75 3.42 psi Key Distance from Toe = 1.17 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Toe Reinforcing = #4 @ 10.00 in Footing Concrete Density = 150.00 par Heel Reinforcing = # 4 @ 10.00 in Min. As % = 0.0018 Key Reinforcing = None Spedd 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 torsion. Other Acceptable Sizes & Spacings Toe: 94@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, 97@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 55.55 in, #10@ 70.55 in Key: No key defined Min footing T&S minf Area 0.70 in2 Min footing T&S reinf Area per foot 0.22 in2 9t If one laver of horizontal bars: If two lavers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-06015244, Build:20.23.08.30 CG ENGINEERING (C) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC Summary of Overturning & Resisting Forces & Moments .OVERTURNING..... .....RESISTING..... For....ce Distance Moment Force Distance Moment Item Ibs It ft-# Ibs it ft-# HL Act Pres (ab water IN) 817.2 2.28 1,861.3 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 261.5 3.42 893.4 Total = 1,078.6 O.T.M. = 2,754.7 Resisting#Overturning Ratio = 1.42 Vertical Loads used for Soil Pressure = 1,940.9 Ibs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (alb. water tbl) 220.0 3.08 678.3 Soil Over HL (bel. water tbl) 3.08 678.3 Water Table Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 331.0 2.58 855.1 Axial Live Load on Stem = 317.0 2.58 818.9 Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 666.7 2.58 1,722.2 Earth @ Stem Transitions= Footing Weight = 406.3 1.63 660.2 Key Weight = 1.17 Vert. Component = Total = 1,623.9 Ibs R.M= 3,915.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Def] @ Top of Wall (approximate only) 0.072 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Carranza Residence.ec6 LIC#: KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall -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 specified in this stem design segment (25.4.2.3a) = 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 = 6.34 in As Provided = 0.2400 in2/ft As Required = 0.1811 in2/ft Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Caranza Residence.ec6 LIC#: KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC 8" w/ #4 @ 10" #4@10in @ Toe #4@10" @ Heel 2'-3" T-3" 6'_8" Project Title: Engineer: Project ID: Project Descr: Cantilevered Retaining Wall Project File: Cammnza Residenw.ec6 LIC#: KW-08015244, Build:20.23.08.30 CG ENGINEERING Ic) ENERCALC INC 1983-2023 DESCRIPTION: Basement Retaining Wall - SEISMIC DL=331 ,LL=317# , Ecc=O" 817# 261# Lateral earth pressure due to the soil BELOW water table Seismic lateral earth pressure Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed / default) Occupancy Category II (non -essential facility) Seismic Design Category D From Computer Program: SS = 1.303 Lat. = 47.836 Short & 1-Sec Period Mapped St = 0.461 Long. _-122.357 Aceleration Parameters (MCE) SMs = FaSs = 1.56 Fa = 1.200 ASCE 7-16 (Eq. 11.4-1) SMt = F St = 0.85 Fv = 1.839 ASCE 7-16 (Eq. 11.4-2) SpS = (2/3)SMs = 1.042 ASCE 7-16 (Eq. 11.4-3) Spt = (2/3)SMt = 0.565 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn' = 0.17 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 18 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IE Factor = 1.0 ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SDSl = 0.046 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDSIW)/R = 0.160 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (Sp1IW)/RTa = 0.498 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By ZSH Date 10/20/23 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Carranza Residence Edmonds, WA 98020 22373 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ ATCHazards by Location Search Information 4ngeles ° Segwm Address: 9215 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8355857,-122.356518 Elevation: 160 ft a r k Timestamp: 2022-11-17T22:21:07.477Z Hazard Type: Seismic Reference ASCE7-16 ,,Po gle Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.303 MCER ground motion (period=0.2s) St 0.461 MCER ground motion (period=1.0s) SMS 1.563 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SDS 1.042 Numeric seismic design value at 0.2s SA SDt * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.907 Coefficient of risk (0.2s) CRt 0.894 Coefficient of risk (1.0s) PGA 0.557 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.669 Site modified peak ground acceleration TL 6 Long -period transition period (s) Mt. Marysville Baker-Snoqualm WI 160 ft arett National ♦-ores 01 Isla� o v Seattle °Redmond 0 Map data ©2022 Googlej Report a map error Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Diaphragm DL Area wpL Story w;. h;k wX. h.k Shear Sum Level (psf) (ft) (kips) Elev. (h) (k-ft) Y-wi. h;k Fx Fx Roof Framing 20 1118 22.4 7 157 0.46 2.4 2.4 2nd Framing 25 923 23.1 7.833 181 0.54 2.8 5.2 E = 45.435 - 337 1.00 5.2 - Base Shear (ULT) 7.3 kips Base Shear (ASD) 5.2 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p FX FX Roof Framing 1.3 3.1 3.1 2nd Framing 1.3 3.6 6.8 E = 6.8 - Diaphraam Forces -Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm w; E Wi F; E Fi E Fi . wPX FPx (Min) FPx (Max) FPX Level (kips) (kips) (kips) (kips) E w; 02SDSiWPx 0.4SDSIWPx Govern Roof Framing 22.4 22.4 2.4 2.4 2.4 3.3 6.7 3.3 2nd Framing 23.1 45.4 2.8 5.2 2.6 3.4 6.9 3.4 Redundancy,() Refer to ASCE 7-16 Section 12.3.4.2 Upper Floor Height (ft) = 7 X-Direction: Length (ft) = 4 (2)(Wall Length)/(Story Height) = 1.1 < 2.0 p = 1.3 Y-Direction: Length (ft) = 8.583333 (2)(Wall Length)/(Story Height) = 2.5 >_ 2.0 p = 1.0 Main Floor Height (ft) = 7.83 X-Direction: Length (ft) = 14.66667 (2)(Wall Length)/(Story Height) = 3.7 >_ 2.0 p = 1.0 Y-Direction: Length (ft) = 11.41667 (2)(Wall Length)/(Story Height) = 2.9 >_ 2.0 p = 1.0 Y`.._ Seismic & Diaphragm Force Distribution ZSH ✓ " 10/20/23 Checked Date ENGINEERING Scale NTs Sheet No. 250 4th Ave. South project Job No. Suite 200 Carranza Residence Edmonds, WA 98020 22373 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 1BC ASCE 7-16 Building Exposure Exp.= D Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 22 Mean Roof Height (feet) hmean= 18.5 Building Length (feet) L= 49.416667 Building Width (feet) W= 22.25 End Zone Width, a (feet) a= 3 Figure 28.6-1 Roof Angle Angle= 14.0 Design Wind Pressure, psi PS30A= 18.4 Figure 28.6-1 Design Wind Pressure, psi PS30B= -6.4 Figure 28.6-1 Design Wind Pressure, psi ps30c= 12.3 Figure 28.6-1 Design Wind Pressure, psi P530D= -3.7 Figure 28.6-1 Height/Exposure Adjustm, Amaz 1.53 Topo. Effect Coeff., KZt KZt 1.99 Vaarl = Vnit*VO.6 Section 1609.3.1 ULT ASD Min. ASD p,=A*Kzt*ps30 ps=A*Kzt*ps30*O.6 Per ASCE 28.5.4 55.8 33.5 9.6 PS30A= PS30B= -19.4 -11.6 4.8 P530c= 37.2 22.3 9.6 P530D= -11.1 -6.7 4.8 X-Direction ASD Area,A = 65.0 Roof = 3666.5 Area,B = 0.0 Area,C = 66.7 Area,D = 0.0 Area,A = 84.5 2nd = 4444.9 Area,B = 0.0 Area,C = 72.2 Area,D = 0.0 Y-Direction ASD Area,A = 40.0 Roof = 2434.9 Area,B = 124.5 Area,C = 49.0 Area,D = 127.6 Area,A = 84.5 2nd = 8704.0 Area,B = 0.0 Area,C = 262.9 Area,D = 0.0 Description By ZSH Date 10/20/2023 Wind Summary Checked Date ENGINEERING scale Sheet No. NTS 250 4th Ave South project Job No. Suite 200 Carranza Residence 22373 Edmonds, WA 98020 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 8 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ ATCHazards by Location Search Information 4ngeles Seqwm Address: 9215 Olympic View Dr, Edmonds, WA 98020, USA Coordinates: 47.8355857,-122.356518 Elevation: 160 ft Timestamp: 2022-11-17T22:20:40.521 Z a r k Hazard Type: Wind ,,,,Go gle ASCE 7-16 ASCE 7-10 MRI 10-Year 67 mph MRI 10-Year MRI25-Year 73 mph MRI25-Year MRI50-Year 78 mph MRI50-Year MRI 100-Year 83 mph MRI 100-Year Risk Category I 92 mph Risk Category I Risk Category II 97 mph Risk Category II Risk Category III 104 mph Risk Category III -IV Risk Category IV 108 mph Mt. Marysville Baker-Snoqualm WI 160 ft arett National ♦-ores 01 Isla� o v Seattle °Redmond 0 Map data ©2022 Google, Report a map error ASCE 7-05 72 mph ASCE 7-05 Wind Speed 79 mph 85 mph 91 mph 100 mph 110 mph 115 mph 85 mph The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions. 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Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. Topo North America TM 10 r 1 .icr is Point � �J� o _ Serene` Norma Beach ' rn 148TH STSW Y P(cnic- Poi nFtNoo rtt%Lynnwod VK Lungs Gulch M' owdale QV x ; x a Beverly Acres v 1 l3r •n �3q7� m m `� � � � 1-73RD PL-SWy 99 � s _r o 0 wpt001` tl w =L 180T ST S'W a m _ m a n } =7", > xL Perrinville < m < c S rk i m F M v, Alderwood-Manor ;ET-D Lynnwood Alderwood Village Je#1ar 9� r - ST Q m �8�6 IlCASP,ERS —ID 99 Cedar Valley i penget'' 104 Edmonds MAIN-ST Seattle Heights c o P "rl i I z w `��a 2121H ST SW BO V�OIN iVAY D 212TH ST-SW D a Edwards Point ^v (n m p ,n = fj179 w a w 1 220TH ST SW m 220TH SW �00 a i Woodw\y \Fo3 � � Esperance u, 179 S i a DSO m i \ jcc � '9L 2315T ST SW � WACHUSETT RD Mountlake Terrace 1, T1\, ' 447.2 ft H = 151' 400 ft L, = 184' EXPOSURE D H/L„ = 0.821 > 0.5 > 0.2 ESCARPMENT 300 ft K, = 0.475 2H = 302' 200 ft x = 84' x/2H = 0.278 100 ft K2 = 0.930 z = 18' z/2H = 0.060 Oft K, = 0.862 ft Krt = (1+K,K2K,)2 = 1.91 -100 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 440.7 ft Avg Grade: 3 Climb Elev: 600.3 ft Desc Elev: 159.6 ft Max. Elev: 447.2 ft Min. Elev: -0.7 ft Climb Dist: 1.5 mi Desc Dist: 3,661.6 ft Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North America TM 10. MN (,4.7-E) 0 % ,% 2 www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 rIle 1 l .ic9ic Point '�/ 1 _ Serene" o _ �.. Norma Beach I 148TH STSW Y g �cnic-Point=Nortt%Lynnwood Lunds GLlch CP _!Mowdale QV l � x , x 1 Beverly Acres Bi nsII y m m `L - 1-73RD PL-SWy y 99 wpt001O�y % w xL W 180T ST SW O, m xL j Perrinville m < c )' S rk ^ F 'o M - O u, AIderwood-Manor PUGE1F . Lynnwood Alderwood Village l ar >' go x m 1816 JCASP,ERS.S Q MgjN —� � 99 Cedar Valley l Puget' " Sound ST 104 Edmonds MAIN-ST ` Seattle Heights c A e vo _ z w a0 2i12TH ST SW < ' 212TH ST-SW D C Olry m m Edwards Point �•Z (n T k'AY v ' iI Iv p Ln x 179 w w :, 220TH ST SW 0 m 22TH ST Spy �Co a' Woodway� \Fo I + Esperance Ei u, 179 x S 30 20 D m i jcc � '9L 2315T ST WACHUSETT RD Mountlake Terrace l 389.2 ft H = 152' 300 ft Lh = 361' EXPOSURE D H/L„ = 0.421 > 0.2 ESCARPMENT K, = 0.400 200 ft x = 84' x/L„ = 0.233 100 ft K2 = 0.942 z = 18' Oft z/L, = 0.050 K, = 0.883 ft Kn = (1+K,K2K3)2 = 1.78 -100 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 378.7 ft Avg Grade: 3 Climb Elev: 593.4 ft Desc Elev: 214.6 ft Max. Elev: 389.2 ft Min. Elev: -2.6 ft Climb Dist: 1.6 mi Desc Dist: 3,594.1 ft Data use subject to license. TN Scale 1 : 62,500 * 0 % 'h % 1 © DeLorme. Topo North America TM 10. MN (,4.7-E) 0 % 1 114 2 www.delorme.com V = 5,208.3 ft Data Zoom 11-6 Topo North America TM 10 143 D- SW L � 1 Nr 2 w z r v Norma•Beach -> a,nli x W 150� H-PL-SWIJ, m 2 a < J DI1 a < t2 m Limclif �� l 156TH ST'SW �2 a 157TH'PL SW o w• cn x $$ o 7 �Me ma wdale s \`0 • \ '\� � r IJ z w `fix a, O�. x1 �4! h _fC �' ID zz.T< !1 6jH- PL SW m 11I �m m' Beverly Acres m—cam Browns Bay _' L zt zv 171SrPSW J^ ^ TQL'BO D , A u m\ _:EF ER .LC, 1 w x 1 mTa'v H = > 1 9 wpt00.1W 3.lrz—�Jw r~ 3 N Dar---�2 PIC VIEW DR 180TH ST SW�w >Ir- 5 orw o ni VV 181ST PL S.W 182NDLPL-SW F- z :,�,z 0° 184TH ST SW �� D p00 O a r r 185TH PL SW- O =�< Im y D� Ir,l r r NUI Perrinville — J�m�in � GAP z r�Q �> a FORES�ITDELL- m Z 0' D /`o �� 189TH-PL-SW oolcU ao m m 1 3=_ f )AL p ,o <c�� r 2�rojmuj Ivly m �wA'y O 4+ r r�-m 1 ^ a�o�Qrr i rn P_UGET'DR 77 > R r m �D -. F i D 99 _ a < �-� �mLn 524 m oJLynnwood !� 1 G, 1 �L e .yin N aLx m rn Lake Z C p co I- ={J " Edmo w Z. u �1ST PL SWEQ 'z' zv z1 > Sunset B w Lu > FFR 6 a F a F p o RYOO,F(( A Inv 5.cJ1 tm D m m_ �'� m-31='��< 20 ST SW < Cedar Valley" r m i a D m m m 104 524 ' coQ—a°Do Edmonds r = W � ��_ A Seattle Heights 3 DANVON ST x 2 r o < o s ark < 2 _ FI i--; ^ 2 D N V ��� m i ¢ > m '_� 3 < rn —u ut� _Ln 2jsry i.- ( a l 2 < m �' NP��c al OI 121�2TH ST15W v rn_ [w D J y`C(pY 213TH STSWrI`c� < \K'OpIN w—z15T1I',ST `c z0 ERBEN DR , < m tnTr �� Edwards Point C^S� PIN Ln SW i H b1 �`'��5 j3 A� �T2. 6TH ST SW a S_T' rp (� - FIR PL 2I.�Ty FIR ST Pl 21Q 21 H S r SW 99 , 179 Sw 218TH ST.SW 218TH ST SW ry 447.5 ft H = 157' 400 ft Lh = 228' EXPOSURE D H/Lh = 0.689 > 0.5 > 0.2 ESCARPMENT 300 ft K, = 0.475 x = 1' 200 ft 2H = 314 x/2H = 0.003 100 ft KZ = 0.999 z = 18' Oft z/2H = 0.057 3 — 0.866 Kn = (1+K,K2K, = 1.99 -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 440.8 ft Avg Grade: 2 Climb Elev: 476.0 ft Desc Elev: 35.2 ft Max. Elev: 447.5 ft Min. Elev: -0.1 ft Climb Dist: 1.7 mi Desc Dist: 2,763.3 ft Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. MN (14.7'E) o % 1% ] www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 Topo North America TM 10 143 D' sW S 2 Lu r v Norma•Beacli v ) �ni < D 1' ' �IJ'�; a S x mf LuZl. 156T Sl 157TH L SW o cn \ x dale M .v Z wo— �•. o> '166 H PLSW < " ver1l 10< B Acres > a J 3 �� z 17111"PL'SW Browns Bay ` ^ v a =}N ` J^ <\�3RD PLSW TALS D�Gr N m m" o F ERA I�iL �oGi2l,o D a 3 r I �n 1 i w 2� 1 C1 T Q�1D :d S > 9 Wpt00JW 3 �� Iv~'� 3 z ;D�•ro�= _ PIC VIEW -DR 180TH ST SWA r _ �lw c mL__ a 181STLPL 182ND PLSW o,E .Oi�F a, �- v-_ J au 184TF ST SW C� W 0�2 O O la" Im D� 185TH PL Sly- i r J OPerrinvilleJ O� rn � � D � �� ` � � a, �� 189TH-PL-SW m < n' a � DAL � z �Y�_c° m l � 2 2 L �,QO 2,v I�I� 0) �wq'y �¢ FOREST DELL rn E NSW R <7� p�Qrr� v. 2 `z D w 99 z v m r � < �.a -PUG -PR < _ 001 oJLnoo aLx 1 m La � ' z u Ed Ew z ¢ ZLL� Sunset B > x jT¢J O ¢ ¢ = o T pau I- ?{J "Dp x J.� 'o s rn N. D.(n n 2015T PLSW o r OA�>�� <�m> InJ1< Av = D Q O+I= . rg <__�-i m D D < x m s'��< 204TH ST SW' < Cedar Valley' ID m ` ^� 104 �J o °;a 524 W DAYION ST Edmonds = 2 = w _� J �]_ < x a Seattle Heights P� m J� rn �E� w 3 < c 1�u) kx-r 2 ��S41 js7D < m rn v 212TFi ST15W m m v 7w D NP�� aJ o rvn TSTSW "r<D O -0 5T•STSW Edwards Point pz 66 y�PItoNE n ur(n �21!T3 2.TH ST SW 7Si Q ST' LLIR PL I z1'�TH 21a�N��ja 21 TH S SW 99 , 179 x FIR ST P 71 3w 218TH ST.SW ZigTH ST SW 335.4 ft 300 ft H = 99' EXPOSURE D Lh = 366' H/L„ = 0.270 > 0.2 RIDGE 200 ft K, = 0.419 x = 1140' 100 ft x/L, = 3.11 > 1.5 K2=0 Kn = 1.0 0 ft ft -100 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 313.9 ft Avg Grade: 4 Climb Elev: 606.6 ft Desc Elev: 292.6 ft Max. Elev: 335.4 ft Min. Elev: -2.1 ft Climb Dist: 1.6 mi Desc Dist: 1.5 mi Data use subject to license. TN Scale 1 : 43,750 © DeLorme. Topo North America TM 10. MN (14.7'E) o % 1% ] www.delorme.com 1" = 3,645.8 ft Data Zoom 12-2 T 3 UPPER FLOOR LATERAL KEY PLAN 0 Upper Floor Shear Walls - Walls Below the Roof Framing X - Direction Walls Fx (EQ) = 3.1 kips (Story Shear) Story H-F = 7 Fx wind = 3.7 kips Sto Shear WaII FIT= 7 Max IJw 3.5 Wx = 141.6 PLF seismic Sos = 1.042 Wx= 165.4 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.64).1 E 22.2 3.1 3.7 Date 10/20/23 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Suite 200 Project Carranza Residence Job No. W Edmonds, A98020 22373 Line Mark Length Width 2wlh Shear Shear Callout HD Length Uplift Uplift 4sm(pL 0.6*DL Net Uplift Hold -dorm Line Load Line Load DL Trib End i End j End i End j End i End j End i End j A 1 2 4 4 5.583333 - 1.0 1.0 99 99 82 82 SW6 SW6 3.5 3.5 0.8 0.8 0.9 0.9 0.1 0.2 0.1 0.2 0.2 0.3 0.2 0.3 0.7 0.6 0.7 0.6 MST37 MST37 MST37 MST37 0.8 - 0.9 - 6.3 11.8 B 1 2 2.08333 3.5 11.08333 - 0.6 1.0 472 281 394 235 SW2 SW4 1.6 3.0 2.6 2.3 3.0 2.7 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.2 2.9 2.5 2.9 2.5 MST48 MST48 MST48 MST48 1.6 - 1.8 - tt tt tt tt C 1 4 5.5 1.0 195 162 SW6 3.5 1.6 1.8 0.2 0.2 0.3 0.3 1.5 1.5 MST37 MST37 0.8 0.9 12.7 D E Shearwalls: 1 /2" sheathing w/ HF studs Fbldown Table (Floor Clear Span 16") Nil - 0 pit SW6 8d@6"o.c. 242 pit None SW4 8d@4"o.c. 350 pit SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls ZSH Fbldown Table (Floor Clear Span 16") Nil - 0 pit SW6 8d@6"o.c. 242 pit None SW4 8d@4"o.c. 350 pit SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf kips 2SW2 8d@2"o.c. 1190 plf kips Re -Galt 1200 plf = Nil - 0 kips Input Cell - 0.5 kips Input Cell w/ Formula MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips Re -Galt 6.5 kips Description By Upper Floor Shear Walls ZSH flop., Floor She., Walls - Walls Below the Roof Framing ' Y - Direction Walls Fy (EQ) = 2.4 kips (Story Shear) Story HT = 7 F wind = 2.4 kips Sto Shear Wall flT= 7 Max h/w 3.5 Wy = 49 PLF seismic S. = 1.042 WY = 49 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-o.14sm)DL 0.6*DL Net Uplift Hold -dorm Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HID Length Uplift Uplift End i End j End i End j End i End j End i End j Load Load Trib 1 A B 2.5 6.08333 24.70833 - 0.7 1.0 197 141 142 101 SW6 SW6 2.0 5.6 1.2 1.1 1.2 1.1 0.1 0.1 0.1 0.1 0.1 0.2 0.1 0.2 1.2 0.9 1.2 0.9 MST37 MST37 MST37 MST37 1.2 - 1.2 - 2.0 2 rr rr 3 A 10.6667 24.70833 1.0 113 82 SW6 10.2 0.8 0.8 0.2 0.2 0.3 0.3 0.6 0.6 MST37 MST37 1.2 1.2 rr 4 5 E 49.4 2.4 2.4 -Input Cell Input Cell w/ Formula JIM ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Description Upper Floor Shear Walls By ZSH Date 10/20/23 Y-Direction Checked Date Scale NTS Sheet No. Project Carranza Residence Job No. 22373 F 1 2 T A-1 A-2 A-3 A-4 A-5 MAIN FLOOR LATERAL KEY PLAN 0 Main Floor Shear Walls - Walls Below the Upper Floor Framing X - Direction Walls Fz (ED) = 3.6 kips (Story Shear) Story HT = 8.83333 Fx (wind) = 4.4 kips (Story Shear) Wall HT = 8 Max IWw 3.5 Wx= 164 PLF seismic S. 1.042 Wx= 201 PLF wind Line Load ED Wind ED Wind Net Uplift IGoverning ED Wind Wall Wall SW Trib From Above ED, WL ED Wind SW Reduced Gross Gross (c.8-0.145m(DL 0.6' DL From Above Net UpliH Hold-down Line Line DL ine Mark Length Width E� Wind 2w/h Shear Shear Callout HD Length Uplift Uplift End i End j End i End j End i End j End i End j End i End j Load Load Tnb A 1 8.16667 5.583333 0.8 0.9 1.0 46 39 SW6 7.7 0.4 0.5 0.3 0.3 0.4 0.4 0.7 0.0 0.9 0.1 HDU2 None 1.7 2.0 5.3 2 8.75 - - - 1.0 46 39 SW6 8.3 0.4 0.5 0.3 0.3 0.4 0.4 0.0 0.0 0.1 0.1 No None - - 5.3 3 7.5 - - - 1.0 46 39 SW6 7.0 0.4 0.5 0.3 0.3 0.3 0.3 0.0 0.0 0.2 0.2 None None - - 4.7 4 8.75 - - - 1.0 46 39 SW6 8.3 0.4 0.5 0.3 0.3 0.4 0.4 0.0 0.0 0.1 0.1 None No. - - 4.0 5 4.16667 - - - 1.0 46 39 SW6 3.7 0.5 0.5 0.1 0.1 0.2 0.2 0.6 0 0 1.0 1.0 HDU2 HDU2 - - 4.0 5.3 U 2 7 6.567 11.08333 1 6 1 8 1.0 243 208 SW4 6.0 2.3 2.8 0.2 0.2 0.3 0.3 1.3 3.8 3.7 6.2 HDU5 HDU8 34 41 5.3 C 1 2 3 D E 5.5 0.0.1.0 121052 SW6 44 1.2 1.4 0.2 0.2 0.2 0.2 1.5 1.5 2.7 2.7 HDU4 HDU4 1.7 2.0 5.5 - 0.7 167 143 SW6 2.4 1.3 1.6 0.1 0.1 0.1 0.1 0.0 0.0 1.4 1.4 HDU2 HDU2 - - 5.5 - 1.0 122 105 SW6 5.4 1.2 1.4 0.2 0.2 0.3 0.3 0.0 0.0 1.1 1.1 HDU2 HDU2 - - 6.3 E 22.2 3.1 3.7 Sheann'alls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o4. 595 plf W4 2S 8d@4"o.c. 708 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d!@To.c. 1190 plf Re-Calc 12090 plf C 4CM01h, ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil - 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDUS (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 6X6 DF#1 9.5 kips HZ41 6X6 DF#1 14.4 kips kips kips Re-Calc 14.5 1 kips Main Floor Shear Walls X-Direction Carranza Residence Input Cell Input Cell w/ Formula ZSH NTS No. 22373 6.8 8.1 10/20/23 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 2.8 kips (Story Shear) Story HT = 8.83333 Fy (wind) = 8.7 kips(Story Shear) Wall HT = 8 Max lvw 3.5 Wy = 56 PLF seismic S. = 1.042 W = 176 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (a.8-0.145m(DL 0.6' DL From Above NetUplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2w1h Shear Shear Callout HD Length UpIiH Uplift End i End j End i End j End i End j End i End j End i End j Load Load Trib 1 A 11.5 8.333333 1.2 1.2 1.0 146 167 SW6 11.0 1.3 2.2 0.3 0.3 0.4 0.4 2.3 1.9 4.1 3.6 HDU8 HDU5 1.7 2.7 2.0 2 A 10.8333 24.66667 0.0 0.0 1.0 129 286 SW4 10.3 1.2 3.7 0.3 0.3 0.4 0.4 0.0 0.0 3.4 3.4 HDU5 HDU5 1.4 4.3 2.0 3 A 16.5 16.41667 1.2 1.2 1.0 109 151 SW6 16.0 1.0 1.9 0.4 0.4 0.5 0.5 0.6 0.6 2.0 2.0 HDU2 HDU2 2.1 4.1 2.0 B 3 - - - 0.8 146 201 SW6 2.5 1.2 2.2 0.1 0.1 0.1 0.1 0.0 0.0 2.1 2.1 HDU2 HDU2 - - 2.0 4 5 E 49.4 2.4 2.4 5.2 11.1 Input Cell Input Cell wl Formula Description Main Floor Shear Walls By ZSH Date 10/20/23 Y-Direction Checked Date ENGINEERING Seale "TS Sheet No. Project Carranza Residence Job No. 250 4th Ave. South suite 200 Edmonds, WA 98020 22373