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BWFE2019-0076 Revision 1ta Qwkra CALIFOKNIA PERMIT # P;5 — E�© PLAN LOCATION: Project Address: 782 Project Description: APN #: wa `� Clr°�2, r L& CA �!e le Applicant Name: Address: City, ST, Zip: l %2iuS •e �l�S �i f227 Telephone: 766 _ 7 71 Email: d lV15 6141L Cp �?a�•� clo/Y1 Project Valuation $ Contractor Name: S"o e New SFD Construction: Address: Conditioned Space SF City, St, Zip Garage SF Telephone: Patio/Porch SF Email: Fire Sprinklers SF State Lic: l Z l City Bus Lic: Architect/Engineer Name: Construction Occupancy: Address: Grading: City, St, Zip Telephone: Bedrooms: Stories: # Units: Email: State Lic: City Bus Lic: 78495 CALLE TAMPICO LA QUINTA, CA 92253 760-777-7000 ALEANDER HADDAD P.E. 74-818 VEL1E WAY, SUITE #3, PALM DESERT, CA. 92260 PHONE (760) 408-4848 FAX (760) 324-4064 July 23, 2019 Mr. Elvis Aranda Grand Mark Landscape Inc. 75855 Ramon Rd. Thousand Palms, Ca. 92276 Subject: Masonry fence wall 78216 Hacienda La Quinta, Ca. 92253 CMU fence wall As per our conversation on July 3, 2019 in regard of the masonry wall under construction at the job site mentioned above we submit the following: It is structurally adequate to build a six foot and six inches maximum height fence wall using 6 inch concrete.blocks with a 9 gauge wire mesh at mid height and a #4 horizontal bar at top as shown per the attached detail A. We appreciate the opportunity to provide our professional services. Please do not hesitate to contact our office if you have any questions. Alexander Haddad, PE �P,i�OFE,5,�1 �aR /r CITY OF LA QUINTA BUILDING & SAFETY DEPT, p rn .APPROVED � FOR CONSTRUCTION * EXP. R)? to C111IL, p DATE ll—�LBY oFCAUI Cy�cwt�es �-o �o�r� c�tcvl Attachments (13) ALEANDER HADDAD P.E. 74-818 VELIE WAY, SUITE #3, PALM DESERT, CA. 92260 PHONE (760) 408-4848 FAX (760)-324-4064 SPECIAL INSPECTION REQUIRED ,.-o, 6" 112" 1- 6" CMU GROUT REINFORCED CELLS W1 SPECIAL INSPECTION 2- 4 VERTICAL BARS 0 24"-.!a/C. CENTERED 3- 2) # 4 BARS 4- #4 HORIZONTAL BAR 5- #4 DOWELS 0 24" O/C. MIN. 34" INTO CMU.(ALT.) 6- 220 LADDER MESH 9 GAUGE SIDE RODS x 9 GAUGE CROSS ROD AT MID HEIGHT 6'-0" FT. CITY OF LA C UINTA BUILDING & SAFETY APPROVED FOR CONSTRUCTION SPECIAL INSPECTION REQUIRED. 6" 12" 29" �� c�pROFESSjO ER ly LE -co ck''c C7651 0mm EXP.,� L at F ow Heal CITY OF LA QUANTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION DATE BY Project Name/Number : Enercalc EARTH (c) 1987.2019, Bulld 11.19.0T.17 License -. KW-06011245 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 Retained Height = 0.50 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0;0 ft Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.000 Seismic, E 1.700 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure - 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load - 0.0 Ibs 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 Wind on Exposed Stem = 22.4 psf (Service Level) Adjacent Footing Load Adjacent Footing Load - 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Soil Density, Heel = 110.00 Pcf Soil Density, Toe - 110.00 pcf FootingIlSoil Friction - 0.400 Soil height to ignore for passive pressure - 0.00 in Surcharge Over Toe = NOT Used for Sliding & Overturning Axial Load Eccentricity - 0.0 0.0 in CITY OF LA OUINTA BUILDING Px SAFETY DEPT. APPROV � FOR CONSTRUCTION DATE BY Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Line Load 0.0 ft 0.300 Project Name/Number : Ersercalc EARTH (c) 19a7-2019, 5 u N d 11.19.07.17 License: KW-a6011244 Cantileveired Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760. KW06011245 Wall Design Summary Stability Ratios Overturning = 1.75 OK Slab Resists All Sliding ! Soil Bearing Total Bearing Load - 832 Ibs ...resultant ecc. = 8.59 in Soil Pressure @ Toe = 1,039 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,454 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 7.6 psi OK Footing Shear @ Heel = 2.6 psi OK Allowable = 75.0 psi Overturning Resisting Moments Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 55.0 Ibs 2.00 ft 110.Oft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 55.0 2.00 110.0 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem ' 0.0 Soil Over Toe 55.0 0.50 27.5 Surcharge Over Toe 0.0 Stem Weight(s) 409.5 1.25 511.9 Earth @ Stem Transitions 0.0 Footing Weight 312.5 1.25 390.6 Key Weight 0.0 1.33 Vert. Component 0.0 Total Vertical Loads 832.0 Ibs Resisting Moment 1 AA0.0 ft-# Eccentricity 8.6 in * Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. CITY OF IA QU N A BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY Project Name/Number : Enercalc EARTH (c) 1987-2019, Build 11.19.07.17 License: KW-06011245 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 Overturning Overturning Moments Overturning Moments Force Distance Heel Active Pressure (above water table, if any) 31.1 Ibs 0.44 ft Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force Surcharge over Heel Adjacent Footing Surcharge Over Toe Load @ Stem Above Soil Added Lateral Load Seismic Load Seismic -Self -weight Totals = 0.0 0.0 0.0 0.0 134.3 0.0 0.0 0.0 4.33 165.4 Ibs Overturning Moment Moment 13.8 ft-# 581.9 595.7 ft-# CITY OF LA QUINTA BUILDING & SAFETY DEPT APPROVED FOR CONSTRUCTION DATE__ BY �� Project Name/Number ; Enercalc EARTH (C) 1987-2019, Build i1.18.07.17 License: KW-06011245 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 License To: RAYMCND760, KW-06011245 Stem Design Summary ----- -Bottom - — Stem OK Design Height Above Ftg ft = 0.00 Wall Material Above "Ht" = Masonry Design Method = ASD Thickness = 6.00 Reber Size = # 4 Rebar Spacing = i 24.00 Rebar Placed at = Center Design Data------- fb/FB + fa/Fa = -0.001 Total Force @ Section Service Level Ibs = 138.7 Strength Level Ibs = Moment.... Actual Service Level ft- # = 470.7 Strength Leve ft-# = Moment..... Allowable = 0.0 Shear..... Actual Service Level psi = 2.1 Strength Leve psi = Shear..... Allowable psi = 45.7 Anet in2 = 67.50 Rebar Depth 'd' in = 2.75 Masonry Data -- fm psi = 1,500 Fs psi = 32,000 Solid Grouting = Yes Modular Ratio 'n' = 0.00 Wall Weight psf - 63.0 Short Term Factor = 1.000 Equiv. Solid Thick. in = 5.60 Masonry Block Type - Normal Weight Masonry Design Method = ASD Concrete Data fc Psi = Fy Psi = CITY i OF !A QUINTA BUILDING &T. SAFETY DEB APPROVED FOR CONSTRUCTION DATE —BY— Project Name/Number : Enercalc EARTH (c) 1987-2019, Build 11.19.07.17 License: KW-06011245 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 ._ Footing Data Toe Width = 1.00 ft fc = 2,500 psi Heel Width = 1.50 Fy = 40,000 psi Total Footing Width = 2.50 ft Footing Concrete Density = 150.00 pcf Footing Thickness = 10.00 in Min. As % Key Width = 0.00 in Reber Cover @ Top Key Depth = 0.00 in @ Bottom Key Distance from Toe = 1.33 ft Footing Design Results Toe Heel Factored Pressure = 1,454 0 psf Mu': Upward = 6,910 0 ft-# Mu': Downward = 1,890 1,890 ft-# Mu: Design = 75 158 ft-# Actual 1-Way Shear = 7.62 2.63 psi Allow 1-Way Shear = 40.00 40.00 psi Toe Reinforcing = # 4 @ 6.00 in Heel Reinforcing = # 4 @ 6.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.54 in2 Min footing T&S reinf Area per fo 0.22 in2 /ft If one layer of horizontal bars: If two layers 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 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. Tilt Horizontal Deflection at Top of Wall due to settlement. of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250 0 pci Horizontal Defl @ Top of Wall (approximate only) 0.000 in The above calculatiun is not valid if the heel soil bearing pressure exceeds thal_gF the toe because the wall would then tend to rotate into the relainerl soil. 0.0000 12.00 in = 12.00 in CITY OF LA Old RINITA BUI>LDINC & SAFETY DEFT, AP RO\ 'Al EE FOR CONSTRUCTION DATE— �BY 6` wr 04 3nlid Gr 6' V§T G-v CITY OF LA OUNTA RUILDINC & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE. - BY Project Name/Number : 1_nercatc EARTH (c) 1987-2019, Build 11.19.07.17 License:KW06011245 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 Criteria Retained Height = 0.50 ft Wall height above soil = 6.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Load Factors Building Code IBC 2015,ACI Dead Load 1.400 Live Load 1.700 Earth, H 1.700 Wind, W 1.000 Seismic, E 1.700 Soil Data and Lateral Earth Pressure Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 350.0 psf/ft Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Axial Load Applied to Stem Axial Dead Load - 0.0 Ibs Axial Live Load = 0.0 Ibs Lateral Load Applied to Stem Lateral Load = ...Height to Top = ...Height to Bottom = Load Type Wind on Exposed Stem Wind on Exposed Stem - (Service Level) Adjacent Footing Load Adjacent Footing Load = Footing Width = Eccentricity = Wall to Ftg CL Dist = 0.0 #/ft 0.00 ft 0.00 ft Wind (W) (Service Level) 22.4 psf 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Soil Density, Heel = 110.00 Pcf Soil Density, Toe = 110.00 pcf FootingIlSoil Friction - 0.400 Soil height to ignore for passive pressure = 0.00 in Surcharge Over Toe = 0.0 NOT Used for Sliding & Overturning Axial Load Eccentricity = 0.0 in CF F't`-OF LA QUIN`-k- BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE D Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Line Load 0.0 ft 0.300 Project Name/Number : Enercalc EARTH c) 1981-2019, Build 11.19.07.17 License: KW-06011245 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 _ Wall Design Summary Stability Ratios Overturning = 3.12 OK Slab Resists All Sliding ! Soil Bearing Total Bearing Load = 922 Ibs ...resultant ecc. = 1.54 in Soil Pressure @ Toe = 386 psf OK Soil Pressure @ Heel = 229 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 541 psf ACI Factored @ Heel = 320 psf Footing Shear @ Toe = 4.7 psi OK Footing Shear @ Heel = 0.7 psi OK Allowable = 75.0 psi Overturning Resisting Moments BUILDING & SAFETY DEPT. APP1-`1OVFD FOR CONSTRUCTION DATE BY - Resisting Moments Force Distance Moment Soil Over Heel (above water table, if any) 0.0 Ibs ft ft-# Soil Over Heel (below water table, if any) 0.0 Water Table 0.0 Soil Over Heel 0.0 3.00 Sloped Soil Over Heel 0.0 Surcharge Over Heel 0.0 Adjacent Footing Load 0.0 Axial Dead Load on Stem 0.0 Axial Live Load on Stem 0.0 Soil Over Toe 137.5 1.25 171.9 Surcharge Over Toe 0.0 Stem Weight(s) 409.5 2.75 1,126.1 Earth @ Stem Transitions 0.0 Footing Weight 375.0 1.50 562.5 Key Weight 0.0 1.33 Vert. Component 0.0 Total Vertical Loads 922.0 Ibs Resisting Moment 1,860.5 ft-# Eccentricity 1.5 in ` Axial live load NOT included in total displayed, or used for overturning or sliding resistance, but is included for soil pressure calculations. Project Name/Number : Enercalc EARTH (c) 199 -2019. Build 11.19.07,17 License: KW-06011245 Cantilevered Retaining Wall Code. iBC 2015,ACI 318-14,ACI 530-13 License To: RAYMOND760, KW-06011245 �rturning Overturning Moments Overturning Moments Force Distance Moment Heel Active Pressure (above water table, if any) 31.1 Ibs 0.44 ft 13.8 ft-# Heel Active Pressure (below water table, if any) 0.0 Hydrostatic Force 0.0 Buoyant Force 0.0 Surcharge over Heel 0.0 Adjacent Footing 0.0 Surcharge Over Toe 0.0 Load @ Stem Above Soil 134.3 4.33 581.9 Added Lateral Load 0.0 Seismic Load 0.0 Seismic -Self -weight 0_0_ _ Totals = 165.4 Ibs Overturning Moment 595.7 ft-# CITY OF LA O1�1l�T� BUILDING & SAFETY DEFT. APPFAUI FOR OONSTRIUCi-ION DATE�BY Project Name/Number : cnercalc eHrt I n tc1 i as ( - V . a, ..— i r. i... .. License: Kw-06011245 _ _ _ Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,ACI 530-13 Stem Design Summary Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data ---- fbIFB + fa/Fa Total Force @ Section Service Level Strength Level Moment.... Actual Service Level Strength Leve Moment..... Allowable Shear..... Actual Service Level Strength Leve Shear..... Allowable Anet Rebar Depth 'd' I Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom Stem OK ft = 0.00 = Masonry = ASD = 6.00 _ # 4 24.00 = Center Ibs = 138.7 Ibs = ft-# = 470.7 ft-# _ = 0.0 psi = 2.1 psi = psi = 45.7 in2 = 67.50 in = 2.75 psi = 1,500 psi = 32,000 - Yes = 0.00 psf = 63.0 - 1.000 in = 5.60 = Normal Weight - ASD psi = psi = SA��Y o� sultoi:)PRO B C) cor4s-VI., o AT �A+Er�B� Project Name/Number : :erase : KWU6U11240 eense To: RAYMOND76 Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Cantilevered Retaining {Nall Code: IBC 2015,ACI 318-14,ACI 530-13 = 2.50 ft fc = 2,500 psi = 0.50 Fy = 40,000 psi = 3.00 ft Footing Concrete Density = 150.00 pcf = 10.00 in Min. As % - 0.0000 = 0.00 in Rebar Cover @ Top = 12.00 in = 0.00 in @ Bottom = 12.00 in = 1.33 ft Toe Heel = 541 320 psf = 17,974 0 ft-# = 10,395 0 ft-# = 478 0 ft-# = 4.69 0.66 psi = 40.00 40.00 psi Toe Reinforcing = # 4 @ 6.00 in Heel Reinforcing = # 4 @ 6.00 in Key Reinforcing - None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi"5`lambda'sgrt(fc)"Sm Heel: Not req'd: Mu < phi'5'lambda'sgrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per fc 0.22 in2 Ift If one layer of horizontal bars: If two layers 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 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. Tilt _ Horizontal Deflection at Top of Wall due to settle -'Dent of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal DO @ Top of Wall (approximate only) 0.000 in The abova calculal, ,. i .s not valid if the heel s911 bearing presssure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. CITY OF p.A O NTA BUILDING & SAFE-1 APP 'rU - FOR CONSTRUCTION DATE-- —�'