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HomeMy WebLinkAboutREV22-0882 - CalcsS zq-z0 zZ 13UIIDING DIVISION Mg 22 4 2022 Ax"tjZ2-099Z Z I ZC - -," c6 32 S onipf"Od 1d E S I/ F M E I N c . STRUCTURAL ENGINEERS I PROJECT: Structural calculations for CUSTOM RESIDENCE to be built at 323 DRIFTWOOD ROAD, NEWPORT BEACH, CA Date: JUNE, 2018 Revisions:0 Shipped: CBC201 BRANDON ARCHITECTS I Client Job No. Job No. H246 1800 E. 16th Street, Unit B, Santa Ana, CA 92701 / Tel: (714) 835-2800 / Fax: (714) 835-2819 Page: 2 E S I/ F M E Inc. Date: STRUCTURAL ENGINEERS Job *: H246 Client: BRANDON ARCHITECTS Project Name: 323 DRIFTWOOD Plan #: Wind: 110 MPH / EXPOSURE C (ASCE 7-16 Fig.26.5-1C) Kd.= 0.85 Dtrect Cf= 1.45 Net force, fig. 29.4-1 Kzt= 1.00 G= 0,85 Gusteffect - Kz = 0.85 V = 11.0 MPH (3-sec) Risk category rr qz = .00256 Kz Kzt Kd V` (Formula 29.3-1) qz = 22.4 psf > 16 psf min F = qz G Cf (Fornrula.29.4-1) F = _ 27.6 psf (Strength Level) 16 psf Min. S F = 16.6 psf. (ASD Level) 10 psf Min. STRUCTURAL CALCULATIONS . Sketches of details in calculations are not to scale and may not represent true conditions on plans. Architect or designer is responsible for drawing details in plans which represent true framing conditions and scale. Enclosed details are intended to complement standard construction practice to be used by experienced and qualified contractors. Job Name 323 DRIFTWOOD City NEWPORT BEACH Client BRANDON ARCHITECTS PROJECT ENGINEER: CALCS BY: ASSOC. CHECK: BACK CHECK: ROOF TRUSS Rev.: FUR. TRUSS Rev.: PIT FOUND. Rev.: p, ,,,, lull'. The structural calculations included here REVISIONS: are for the analysis and design of primary /\ t A 7 SHT; structural system. The attachment of non- structural elements is the responsibility of <�>sHT; the architect or designer, unless specifically shown otherwise. <','-,c�T, 3. The drawings, calculations, specifications \ ` DJ SHTS mi and reproductions are instruments of DATE E' Init.: service to be used only for the specific E SHTS: project covered by agreement and cover DATE' � nit' sheet. Any other use is solely prohibited. F > F SHTS: DATE' Init.: 4. All changes made to the subject project 9 1 p J O SHTS: shall be submitted to E S I / F M E, Inc. DATE: in writing for their review and comment. mit.: E S I / F M E, Inc. - Structural Engineers These calculations are meant to be used (This signature is to be a by a design professional, omissions are intended. wet signature, not a copy.) CFES^ APPROVED BY:iFrlVs, 5. Copyright ©-1994 by E S I / F M E, Inc. << va Structural Engineers. All rights reserved. C 30340 This material may not be reproduced in whole or part without written permission J of E S I / F M E, Inca DATE: sT clvn- / ^/ Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining WailProject File: H246:ec6 LIC#r:: KW-06013924,. Build:20.22.5.16 ESI/FME, Inc. (c) ENERCALC INC 1983-2022 DESCRIPTION: L SHAPED FIRE PLACE WALL wue rcni.wence: Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Criteria Soil Data Retained Height = 0.50 ft Allow Soil Bearing = 1,800.0 psf Wall height above soil = 7.50 ft Equivalent Fluid Pressure Method " Slope Behind Wall = 0.00 Active Heel Pressure = 45.0 psf/ft " - Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft - Passive Pressure _ 250.0 psf/ft - Soil Density, Heel = 110.00 pcf _ Soil Density, Toe = 110.00 Pot - FootingliSoil Friction = 0.400�_'__ Soil height to ignore . for passive pressure = 12.00 in ^ Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 Psf Used To Resist Sliding & Overturning - Lateral Load = 0.0.#/ft Adjacent Footing Load = 0.0 Ibs Surcharge Over Toe = 0.0 ,.,Height to Top = 7.50 ft Footing Width = 0.00 ft Used for Sliding &Overturning ...Height to Bottom = 0.50 ft Eccentricity = 0.00 in Axial Load Applied to Stem Load Type = Seismic(E) Wall to Ft CL Dist = 0.00 ft g Footing Type Spread Footing (Strength Level) Axial Dead Load = 0.0 Ibs Wind Exposed Stem __ 17.0 psf Base Above/Below Soil at Back of Wall = 0.0 ft Axial Live Load = Axial Load Eccentricity = 0.0 Ibs 0.0 in (Service Level) Poisson's Ratio = 0.300 Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining Wall Project Filer H246(ec6 _ 1-IC9:.KW-06073924, Build:20.22:5.16 ESVFME Inc (c): ENERCALC INC 1983-2022' DESCRIPTION: L SHAPED FIRE PLACE WALL Design Summary Stem Construction Bottom Design Height Aboveftg ft= Stem OK' 0.00 Wall Stability Ratios - Overturning _ Wall Material Above "Ht" = Masonry 1.52 OK Slab Resists All Sliding ! Design Method = ASD SO SD SD SD Thickness 8.00 Global Stability = 1.57 Reber Size = # 4 Reber Spacing = 24.00 Total Bearing Load = 1,185 Ibs Reber Placed at = Center ...resultant ecc. - = 2.70 in Design Data Eccentricity within middle third fb/FB +fa/Fa = 0.583 Soil Pressure @ Toe = 211 psf OK Total Force @ Section Soil Pressure @ Heel = 710 psf OK Service Level Ibs= 121.9 -- Allowable = 1,800 psf Strength Level Ibs= Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 296 psf Service Level ft-#= 540.9 ACI Factored @ Heel = 994 psf Footing Shear @ Toe = 1.8 psi OK Strength Level ft-#= Footing Shear @ Heel = 0.3 psi OK Moment..... Allowable = 927.5 Allowable = 82.2 psi Shear..... Actual Service Level psi= 3.8 Sliding Calcs Strength Level psi= Lateral Sliding Force = 37.5 Ibs Shear..... Allowable psi = 46.1 Anet (Masonry) 1n2 = 31.69 Wall Weight psf= 61.0 Reber Depth 'd' in = 3.81 Masonry Data Vertical component of active lateral soil pressure IS I'm psi= 32,800 considered in the calculation of soil bearing pressures. Fs Solid Grouting psi = = No Load Factors Modular Ratio'n' = 21.48 Building Code Equiv. Solid Thick. in = 4.81 Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 .Concrete Data Wind, W 1.000 Pc psi= Seismic, E 1.000 Fy psi= Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: LCentilevered Retaining Wall Project Rae: H246.ec6 DESCRIPTION:V L SHAPED FIRE PLACE WALL Footing Data Toe. Width _ 1.83 ft Heel Width - 0.67 TotalFootingWidth = 2.50 Footing Thickness = 18.00 in Key Width = 0.00 in Key Depth - = 0.00 in Key Distance from Toe = 0.00 ft Pc = 3,000 psi Fy = 60,000 psi Footing. Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm. 3.00 in Footing Design Results Toe Heel. Factored Pressure = 296 994 psf Mu': Upward = 784 0 ft-# Mu': Downward = 667 0 ft-# Mu: Design = 117 OK 0 ft-# OK phiMn = 7,011 7,011 ft-# Actual 1-Way Shear = 1.85 0.28 psi Allow 1-Way Shear = 43.82 43.82 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spedd 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: phiMn = pni'5'lambda'sgrt(fc)'Sm Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S rent Area Min footing T&S reinf Area per foot If one laver of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in 0.97 in2 0.39 in2 dt If two lavers of horizontal bars: #4@ 12.35 in #5@ 19.14 in #6@ 27.16 in Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr. Cantilevered Retaining Wall- Project File: H246.ec6 LIC# KW 06013924, Budtl 20.22.5.16 . E51/FME, Inc. (c) ENERCALC INC 1983-202: DESCRIPTION: L SHAPED FIRE PLACE WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment .....RESISTWG,.... Force Distance Moment ..Item lbs. ft ft# Ibs ft ff# HL Act Pres (ab water tbl) 90.0 0.67 60.0 Soil Over HL (ab. water tbl) 0.0 2.50 0.0 HL Act Pres (be water tbl) Soil Over HL (beL water tbl) 2.50 0.0 Hydrostatic Force Watre Table Buoyant Force _ Sloped Soil. Over Heel = Surcharge over Heel = Surcharges Over Heel Surcharge Over Toe = - - Adjacent Footing Load = ..Adjacent Footing Load = .Axial Dead Load. on Stem .= Added Lateral Load = * Axial Live Load on Stem = Load @ Stem Above Soil = -127.5 5.75 -733.1 Soil Over Toe = 100.8 1.58 159.6 = Surcharge Over Toe = Stem Weight(s) = 488.0 0.33 162.7 Total = -37.5 O.T.M. _ -673.1 Earth @ Stem Transitions= Footing Weight = 562.4 1.25 703.0 Resisting/Overturning Ratio = 1.52 Key Weight = Vertical Loads used for Soil Pressure = 1,184.7 Ibs Vert. Component = 33.4 Total = 1,184.7 Ibs R.M.= 1,025.3 - " Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at TOR of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250A pci Horizontal Deft @ Top of Wall (approximate only) 0.000 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: 323 DRIFTWOOD Engineer: •. Project ID: H246 Project Descr: Project File:'H246.ec6 Cantilevered Retaining Wail LIC# KW 06013924,. Build:20 22.5.16 - 'ESIIFME Inc -- - (c) ENERCALC INC 1983-2022 - DESCRIPTION: L SHAPED FIRE PLACE WALL Rebar Lap & Embedment Lengths Information - Stem Design Segment Bottom Stem Design Height: 0.00 It above top. of footing Calculated Rebar Stress; fs =18662.74 psi Lap. Splice length for #4bar specified in this stem design segment = 20.00 in Development length for #4 bar specified in this stem design segment.= 18.66 in Hooked. embedment length into footing for #4 bar specified inthis stem design segment = - 6.00 in As Provided = - 0.1000 in2/ft As Required = _.. 0.0596 in2/ft _.... Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining Wall _ MY KW 06013924, BmId.20.22.5.16 ESI/FME, Inc (� DESCRIPTION: L SHAPED FIRE PLACE WALL U Project File: H246.ec6 3.5625g, oO- Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining Wall Project File: H246.eC6 LICk: KW-06013824, Build:20.22.5.16 - ESI/FME, Inc. (c) ENERCALG iNC 1983=2022 DESCRIPTION: L SHAPED FIRE PLACE WALL 17.00pE (Service-Leve -38# N y � d M �. N Lateral earth pressure due to the soil BELOW water table Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining Walt LIC#. KW-06013924, BmId.20.2Z5.16 - ESI/EME, Ina DESCRIPTION: L SHAPED FIRE PLACE WALL Code Reference: uaicwations per 18L; 2015.. Criteria GtlG ZUl b, ASUlz /-1 U Soil Data Retained Height = 0.50 It Allow Soil Bearing. = 1,800.0 psf Wall height above soil = 7.50 It Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 45.0 psf/ft Height of Soil over Toe = 6.00 in _ Water height over heel _ 0.0 ft Passive Pressure _ 250.0 psf/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 Project File: Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used Resist Sliding &Overturning Lateral Load = 0.0 #/R Adjacent Footing Load = 0.0 Ibs Surcharge e Over Toe 0.0 ...Height to Top = 7.50 ft Footing Width = 0.00 ft Used for Sliding &Overtrning u ...Height to Bottom = 0.50 ft Eccentricity = 0.00 in Load Type = Seismic (E) Wall to Ft CL Dist = g. 0.00 ft _ Axial Load Applied to Stem (Strength Level) Footing Type Spread Footing Axial Dead Load = 0.0 Ibs Wind Exposed Stem , 17.0 psf at Back of Wall Base Above/Below Soil 0.0 ft Axial Live Load = 0.0 Ibs (Service e Level) Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr. Cantilevered Retaining Wall LIC#. KW-06013924, Bmld.20.22..5A6 ESI/FME, Inca DESCRIPTION: L SHAPED FIRE PLACE WALL Design Summary Stem Construction Bottom Design Height Above Fig ft= Stem OK 0.00 Wall Stability Ratios Overturning = Wall Material Above "Ht" _ Masonry 2.44 OK Design Method = ASD Slab Resists All Sliding I Thickness = 8.00 Global Stability = 1.57 Reber Size = # 4 Reber Spacing = 24.00 Total Bearing Load. = 1,185 Ibs Rebar Placed at = Center ...resultant ecc. = 3.08 in Design Data Eccentricity within middle third fb/FB + fa/Fa = 0.585 Soil Pressure @ Toe = 745 psf OK Total Force @ Section Soil Pressure @ Heel = 1-76 psf OK Service Level Ibs= 133.1 Allowable = 1,800 psf Strength Level Ibs= Soil Pressure Less Than Allowable Moment.... Actual ACI Factored @ Toe = 1,043 psf ACI Factored @ Heel = 247 psf Service Level ft-#= 542.8 Footing. Shear @ Toe = 3.8 psi OK Strength Level ft-#= Footing Shear @ Heel = 0.3 psi OK Moment..... Allowable = 927.5 Allowable = 82.2 psi Shear..... Actual Service Level psi= 4.2 Sliding Calcs Strength Level psi = Lateral Sliding Force = 217.5 Ibs Shear..... Allowable psi= 46.1 Anet(Masonry) in2= 31.69 Wall Weight psf= 61.0 Rebar Depth 'd' in= 3.81 Masonry Data Vertical component ofactive lateral soil pressure IS fm 32,600 considered in the calculation of soil bearing pressures. Fs psi= Solid Grouting psi= = No Load Factors Modular Ratio'n' = 21.48 Building Cade Equiv. Solid Thick. in = 4.81 Dead Load 1.200 Masonry Block Type = Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind, W 1.000 f'c psi= Seismic, E 1.000 Fy psi= SD SD File: H246.ec6 SO SD Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descc Cantilevered Retaining Wall ,.. Project File H: LIC#: KW-06013924, Budd 20.22.5:16- - ESI/FME, Ina (c) ENERCALC INC DESCRIPTION: L SHAPED FIRE PLACE WALL Footing Data Footing Design Results Toe Width = 1_83ft Toe Heel Heel Width = 0:67 Factored. Pressure. = 1,043 247 psf Total Footing Width = 2.50 Mu': Upward = 1,425 0 ft-# Footing. Thickness = 18.00 in Mu': Downward = 667 Oft-# Key Width = 0.00 in Mu: Design = 758 OK 0 ft-# OK Key Depth = 0.00 in phiMn = 7,011 7,011 ft-# Key Distance from Toe = 0.00 It Actual Actual 1-Way Shear = 3.75 0.28 psi 1-Way Shear = 43.82 43.82 psi fc = 3,000 psi Fy = 60,000.psi Toe Reinforcing = None Spec'd - - Footing Concrete Density 150.00 pcf Heel Reinforcing = None Spec'd - Min, As % = 0.0018 Key Reinforcing = None. Speed 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: phiMn = phi'5'lambda'sgrt(fc)'Sm Heel: Flush heel condition. No reinforcing required. Key: No key defined Min footing T&S reinf Area 0.97 in2 Min footing T&S reinf Area per foot 0.39 in2 /ft If one laver of horizontal bars If two lavers of horizontal bars #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16. in Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr. Cantilevered Retaining WallProject File_ H246.ec6 LIC4.KW-06013924,. Bm1d.20,22.5.16 ESI/FME, Inc - (c) ENERCALCINC1'983-2022 DESCRIPTION: L SHAPED FIRE PLACE WALL Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... - - .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs it it-# Ibs ft ft-# HL Act Pres (ab water tbl) 90.0 0.67 60.0 Soil Over HL (ab. water tbl) 0.0 2.50 0.0 HL Act. Pres (be water tbl) Soil Over HL (bel. water tbl) - 2.50 0.0 Hydrostatic force Buoyant Force = Surcharge over Heel = Surcharge Over Toe _ - - Adjacent Footing Load _ Added Lateral Load = Load @ Stem Above Soil = 127.5 5.75 733.1 Total 217.5 O.T.M. = 793.1 Resisting/Overturning Ratio = 2.44 Vertical Loads used for Soil Pressure = 1,184.7 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Watre Table Sloped Soil. Over Heel = Surcharge Over Heel = Adjacent Footing Load _ Axial Dead. Load on Stem= " Axial Live Load on Stem = Soil Over Toe = 100.8 0.92 92.4 Surcharge Over Toe = Stem Weight(s) = 488.0 2.17 1,057.2 Earth @ Stem Transitions= Footing Weight = 562.4 1.25 703.0 Key Weight _ Vert. Component = 33.4 2.50 83.6 Total = 1.184.7 Ibs R.M= 1,936.1 `Axial live load. NOT included in totaldisplayed, 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 Dell @ Top of Wall (approximate only) 0.066 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: 323 DRIFTWOOD Engineer: ProjectID: H246 Project Descr. Cat9$IfCVe[@(� 'raining Wall- Project File: H246.ec6 LIGY: KW-0601$924, Build:20.22.5.16 ESI/FME, Ina - - - (c) ENERCALC INC 1983-202 DESCRIPTION: L SHAPED FIRE PLACE WALL Rebar Lap & Embedment Lengths Information Stem Design Segment t Bottom; Stem Design Height: 0.00ft. above.. top of footing - Calculated Reber Stress, fs = 18727.43 psi Lap Splice length for *4 bar specified in this stem design segment = 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.= 20.00 in 18.73 in 6.00 in 0.1000 in2/ft 0.0598 in21ft Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr: Cantilevered Retaining Wall Project File: H246.ec6' LIC# :. KW-0601.3924, Build:20.22.5.16 E51/FME, I-(c) ENERCALCING 1983-2022' DESCRIPTION: L SHAPED FIRE PLACE WALL EN 1'-10" 8" 2'-6" 3.56258� ()., Project Title: 323 DRIFTWOOD Engineer: Project ID: H246 Project Descr. Cantilevered. Retaining Wail Project FilerHzasecs LIC#:KW Ofi013924, Build:2022.5.16 ESI/PME,Inc. (c) ENERCALC INC1983-2022 DESCRIPTION: L SHAPED FIRE PLACE WALL 17.00psf / (Service -Levey 218# a a V Lateralearth pressure due to the soil BELOW water table Hoff Reinforcing Steel Installation, LLC PO Box 40 04/22/2022 1 Patterson Custom Homes 15 CORPORATE PLAZA DR, STE 150 NEWPORT BEACH, CA 92660 Jobsite: 323 Driftwood, Corona Del Mar Ben, Finding for sides of the outdoor fireplace are as follow: Vertical bars are 18 inches OC Horizontal 24inches OC Findings for above fireplace opening are as follows: Vertical bars are 24 inches OC Horizonal bars are 12 inches OC All rebar spacing findings can be +/- 2-3 inches, depending on depth of rebar. Please call Steve at 909-996-2557 if you have any questions. Regards, Lauren Jennings Hoff Reinforcing Steel, LLC Residential Rebar Installation I Cable Location I Post Tension Cable Repair