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Home My WebLink AboutSDP 2022-0003; FPC RESIDENTIAL; STRUCTURAL CALCULATIONS - RETAINING WALLS; 2023-12-12 1401 Dove Street, Suite 520 | Newport Beach, CA | 92660 949.502.5323 [Direct] | www.morengineers.com Date: December 12, 2023 Project: Structural engineering for the Ponto - Landscape project in the City of Carlsbad, CA. Subject: Landscape Plan Check #1 Structural calculations. Code: 2022 California Building Code Engineer of: Kyle Morris Record Notice: The content of these documents is understood to be an expression of professional opinion. It is based on our best knowledge, information and belief. No guarantee or warranty is expressed or implied. MICHAEL BAKER INTERNATIONALSHOP DRAWING REVIEW Proj No Shop Dwg. No139000 Ocean Condominiums 4th Date By10/05/2020 ARL/CS MAKE CORRECTIONS NOTED REVISE AND RESUBMITREVISE AND RESUBMITREJECTED Review is only for general conformance with the design concept of the project and general compliance with the information included in this Contract Document(s). Any action shown is subject to the requirements of the drawings and speciﬁcatons. Contractor is responsible for: construction, coordination of his/her work with that of other trades, and performing the work in a safe and satisfactory manner. NO EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM 161440 10/16/2023 ARL/CS FPC Residential Struc Review #1 4 4 01-08-2024 320 Table Of Contents Section Page # Wind Speed Design Load 3 Retaining Wall Calculations 4 Project:Ponto Wind Calc Date: Description:Freestanding Sign Wind Loads (ASCE 7-16: Sect. 29.3) General Wind Info: Exposure:C Sect 26.7.3 G:0.85 Sect 26.11.1 K,zt:1.00 Sect 26.8.2 K,d 0.85 Sect 26.6 (Use Table 26.6-1) K,e:1.00 Table 26.9-1 Occupancy Category:II Table 1.5-1 V (mph):96 Sect 26.5 Reduction (%):0%Sect 6.2.1 (ASCE 37-14) V' (mph): 96.0 =V*((100-%Reduction)/100) Wind Pressure, p (Section 29.3.1): A 10.00 0.85 17.05 1.45 21.01 B 0.00 0.00 0.00 0.00 0.00 C 0.00 0.00 0.00 0.00 0.00 D 0.00 0.00 0.00 0.00 0.00 E 0.00 0.00 0.00 0.00 0.00 Description: A … B … C … D … E … Notes: 1. Kz is per Table 26.10-1 2. q is per Equation 26.10-1 3. Strength = Unfactored, Service = Factored (ASD; 0.6) 4. Cf is per Figure 29.3-1 5. A = Area (ft^2), F = Force (#), d = Moment Arm from Base (ft), M = Moment (#*ft) 1401 Dove Street, Suite 520, Newport Beach, CA 92660 | (949) 502 - 5323 | kyle@morengineers.com Roof Ht (ft)Kz q (psf) Strength Cf p (psf) StrengthSurface Wind on Walls 3 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 2.50 10.00 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 4 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =2.13 Global Stability =3.59 OK Sliding =1.75 OK Total Bearing Load =1,403 lbs...resultant ecc.=6.90 in Eccentricity within middle thirdSoil Pressure @ Toe =740 psf OK Soil Pressure @ Heel =5 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,036 psfACI Factored @ Heel =8 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =3.5 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =371.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 491.2 156.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 3rd 2nd Stem OKStem OK Bottom Shear.....Actual Design Height Above Ftg =8.00ft 2.50 0.00 Wall Material Above "Ht"=Fence Masonry Masonry Thickness =6.00 8.00 Rebar Size =##4 4 Rebar Spacing =8.00 8.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.832 0.483 Total Force @ Section =56.7 126.0lbs 251.0 Moment....Actual =127.6 630.0 1,049.2ft-# Moment.....Allowable =756.8 2,168.6ft-# =1.9 2.7psi Shear.....Allowable =43.6 43.7 Wall Weight =0.0psf 0.0 Rebar Depth 'd'=in 2.81 5.25 Masonry Data f'm =1,500psi 1,500Fs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=5.63 7.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDASD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=67.50 91.50in2 5 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:Flush toe condition. No reinforcing required. #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 in =None Spec'd == = == 1,0360 0 0 0.000.00 Heel: 81,144 2,738 1,594 3.5475.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.91 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 8,563= OKOK Flush toe condition. No reinforcing required. OK - Flush 6 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 126.0 8.50 1,071.0 = = = = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 525.0 1.75 918.8 Key Weight = Added Lateral Load lbs =1,356.8 Vert. Component 99.3 3.50 347.4 Total = 1,403.4 2,889.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =371.0 O.T.M. = Resisting/Overturning Ratio =2.13 Vertical Loads used for Soil Pressure =1,403.4 lbs 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 779.2 2.08 2.08 1,623.3 1,623.3 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 245.0 1.17 285.8 Hydrostatic Force 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)0.073 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. 7 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.50 ft above top of footing Calculated Rebar Stress, fs = 10565.44 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 9088.66 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.1344 in2/ft 8 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 9 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 10 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 4.00 6.00 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 11 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =3.34 Global Stability =2.95 OK Sliding =1.56 OK Total Bearing Load =2,122 lbs...resultant ecc.=1.41 in Eccentricity within middle thirdSoil Pressure @ Toe =608 psf OK Soil Pressure @ Heel =415 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =852 psfACI Factored @ Heel =581 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =3.6 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =575.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 742.6 156.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.753 Total Force @ Section =75.6 395.6lbs Moment....Actual =226.8 955.9ft-# Moment.....Allowable =1,268.9ft-# =4.3psi Shear.....Allowable =44.5 Wall Weight =0.0psf Rebar Depth 'd'=in 3.81 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 12 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.75 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.75= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:Flush toe condition. No reinforcing required. #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 in =None Spec'd == = == 8520 0 0 0.000.00 Heel: 5813,116 4,729 1,613 3.6575.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.97 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 7,663= OKOK Flush toe condition. No reinforcing required. OK - Flush 13 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 75.6 8.00 604.8 = = = = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 562.5 1.88 1,054.7 Key Weight = Added Lateral Load lbs =1,438.1 Vert. Component 202.6 3.75 759.6 Total = 2,121.7 4,810.3 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =575.6 O.T.M. = Resisting/Overturning Ratio =3.34 Vertical Loads used for Soil Pressure =2,121.7 lbs 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,356.7 2.21 2.21 2,996.0 2,996.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 500.0 1.67 833.3 Hydrostatic Force 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)0.045 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. 14 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11608.66 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.1696 in2/ft 15 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 16 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Prop Side 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 17 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 4.00 6.00 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 18 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.83 Global Stability =2.04 OK Sliding =1.98 OK Total Bearing Load =1,380 lbs...resultant ecc.=5.80 in Eccentricity within middle thirdSoil Pressure @ Toe =772 psf OK Soil Pressure @ Heel =13 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,080 psfACI Factored @ Heel =19 psf Footing Shear @ Toe =6.9 psi OK Footing Shear @ Heel =8.7 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =575.6 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 483.0 656.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =4.00ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =8.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.753 Total Force @ Section =75.6 395.6lbs Moment....Actual =226.8 955.9ft-# Moment.....Allowable =1,268.9ft-# =4.3psi Shear.....Allowable =44.5 Wall Weight =0.0psf Rebar Depth 'd'=in 3.81 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=7.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50in2 19 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 1.17 1.83 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 0.00 ft Footing Thickness =in 3.00= Cover @ Top =3.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear 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 in #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 in =# 4 @ 8.00 in == = == 1,080642 215 426 6.9375.00 Heel: 19106 998 891 8.7075.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.78 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 7,6637,663=ft-# OKOK 20 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 75.6 8.00 604.8 = = 64.2 0.58 37.4= = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = 150.0 0.50 75.0 Added Lateral Load lbs =1,438.1 Vert. Component 202.6 3.00 607.7 Total = 1,380.1 2,635.7 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =575.6 O.T.M. = Resisting/Overturning Ratio =1.83 Vertical Loads used for Soil Pressure =1,380.1 lbs 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 513.3 2.42 2.42 1,240.6 1,240.6 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 500.0 1.67 833.3 Hydrostatic Force 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)0.071 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. 21 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11608.66 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.1696 in2/ft 22 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 23 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 3.5' Equal 6.0' Fence Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 24 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 2.50 7.50 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 25 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.66 Global Stability =0.96 OK Sliding =2.90 OK Total Bearing Load =943 lbs...resultant ecc.=15.84 in Eccentricity outside middle thirdSoil Pressure @ Toe =924 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,294 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =3.7 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =339.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 329.9 656.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =5.50ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =6.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =CenterDesign Data fb/FB + fa/Fa =0.918 Total Force @ Section =56.7 219.5lbs Moment....Actual =127.6 694.8ft-# Moment.....Allowable =756.8ft-# =3.3psi Shear.....Allowable =44.2 Wall Weight =0.0psf Rebar Depth 'd'=in 2.81 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=5.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=67.50in2 26 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 3.50 0.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 0.00 ft Footing Thickness =in 4.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear 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 in Flush heel condition. No reinforcing required. =# 4 @ 8.00 in == = == 1,2943,721 1,614 2,107 3.7475.00 Heel: 00 0 0 0.000.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.04 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 7,663= OKOK Flush heel condition. No reinforcing required. OK - Flush 27 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 94.5 7.25 685.1 = = 192.5 1.75 336.9= = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 600.0 2.00 1,200.0 Key Weight = 150.0 0.50 75.0 Added Lateral Load lbs =971.0 Vert. Component Total = 942.5 1,611.9 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =339.5 O.T.M. = Resisting/Overturning Ratio =1.66 Vertical Loads used for Soil Pressure =942.5 lbs 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 (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 245.0 1.17 285.8 Hydrostatic Force 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)0.064 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. 28 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11652.03 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.1680 in2/ft 29 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 30 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Opp Side 3.5 CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 31 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 2.50 7.50 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 32 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.93 Global Stability =3.41 OK Sliding =1.63 OK Total Bearing Load =1,138 lbs...resultant ecc.=8.43 in Eccentricity outside middle thirdSoil Pressure @ Toe =951 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,331 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =2.4 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =339.5 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 398.1 156.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Stem OK Shear.....Actual Design Height Above Ftg =5.50ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =6.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.918 Total Force @ Section =56.7 219.5lbs Moment....Actual =127.6 694.8ft-# Moment.....Allowable =756.8ft-# =3.3psi Shear.....Allowable =44.2 Wall Weight =0.0psf Rebar Depth 'd'=in 2.81 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=5.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=67.50in2 33 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.00 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe:Flush toe condition. No reinforcing required. #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 in =None Spec'd == = == 1,3310 0 0 0.000.00 Heel: 0629 1,753 1,125 2.4475.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.78 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 8,563= OKOK Flush toe condition. No reinforcing required. OK - Flush 34 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 94.5 7.25 685.1 = = = = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 450.0 1.50 675.0 Key Weight = Added Lateral Load lbs =971.0 Vert. Component Total = 1,137.5 1,878.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =339.5 O.T.M. = Resisting/Overturning Ratio =1.93 Vertical Loads used for Soil Pressure =1,137.5 lbs 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 (ab. water tbl) Soil Over HL (bel. water tbl) 687.5 1.75 1.75 1,203.1 1,203.1 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 245.0 1.17 285.8 Hydrostatic Force 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)0.088 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. 35 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 11652.03 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.1680 in2/ft 36 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 37 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 3.5' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 38 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 4.50 9.00 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0 #/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf21.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= 39 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.58 Global Stability =1.01 OK Sliding =1.57 OK Total Bearing Load =1,343 lbs...resultant ecc.=24.27 in Eccentricity outside middle thirdSoil Pressure @ Toe =917 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,284 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =4.4 psi OK Footing Shear @ Heel =0.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =718.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 469.9 656.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 3rd 2nd Stem OKStem OK Bottom Shear.....Actual Design Height Above Ftg =9.50ft 4.50 0.00 Wall Material Above "Ht"=Fence Masonry Masonry Thickness =6.00 8.00 Rebar Size =##4 5 Rebar Spacing =16.00 16.00 Rebar Placed at =Center EdgeDesign Data fb/FB + fa/Fa =0.839 0.898 Total Force @ Section =50.4 113.4lbs 518.4 Moment....Actual =100.8 510.3 1,628.1ft-# Moment.....Allowable =608.0 1,812.8ft-# =1.7 5.7psi Shear.....Allowable =43.6 43.8 Wall Weight =0.0psf 0.0 Rebar Depth 'd'=in 2.81 5.25 Masonry Data f'm =1,500psi 1,500Fs=psi 20,000 20,000Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 21.48 Equiv. Solid Thick.=5.63 7.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load FactorsBuilding Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=67.50 91.50in2 40 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 5.33 0.67 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 12.00 12.00 0.00 ft Footing Thickness =in 6.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 Factored PressureMu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear 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 in Flush heel condition. No reinforcing required. =# 4 @ 8.00 in == = == 1,2848,185 3,713 4,472 4.4275.00 Heel: 00 0 0 0.000.00 HeelToe psfft-# ft-# ft-# psipsi Heel Reinforcing = Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 8.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 1.55 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 7,663= OKOK Flush heel condition. No reinforcing required. OK - Flush 41 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 113.4 10.00 1,134.0 = = 293.2 2.67 781.2= = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 899.5 3.00 2,697.0 Key Weight = 150.0 0.50 75.0 Added Lateral Load lbs =2,243.2 Vert. Component Total = 1,342.7 3,553.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =718.4 O.T.M. = Resisting/Overturning Ratio =1.58 Vertical Loads used for Soil Pressure =1,342.7 lbs 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 (ab. water tbl) Soil Over HL (bel. water tbl) Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 605.0 1.83 1,109.2 Hydrostatic Force 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)0.057 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. 42 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.50 ft above top of footing Calculated Rebar Stress, fs = 16443.53 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =24.67 in Development length for #4 bar specified in this stem design segment =24.67 in ________________________________________________________________________________________________________________________ Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 17962.13 psi Lap Splice length for #5 bar specified in this stem design segment (25.4.2.4a) =33.68 in Development length for #5 bar specified in this stem design segment =33.68 in Hooked embedment length into footing for #5 bar specified in this stem design segment =5.51 in As Provided =0.2325 in2/ft As Required =0.2095 in2/ft 43 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 44 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 4' Opp Side 5' CMU Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 45 N C T D R I G H T O F W A Y AVENID A P O N T O R D P O N T O D R C A R L S B A D B L V D P A C I F I C O C E A N PO N T O R D SAN LUIS ST EN C I N A S GRADING NOTES (IN ADDITION TO THE REQUIREMENTS OF CHAPTER 15.16 OF THE CARLSBAD MUNICIPAL CODE.) 1. THIS PLAN SUPERSEDES ALL OTHER PLANS PREVIOUSLY APPROVED BY THE CITY OF CARLSBAD REGARDING GRADING SHOWN ON THIS SET OF PLANS. 2. APPROVAL OF THIS PLAN DOES NOT LESSEN OR WAIVE ANY PORTION OF THE CARLSBAD MUNICIPAL CODE, RESOLUTION OF CONDITIONAL APPROVAL, CITY STANDARDS OR OTHER ADDITIONAL DOCUMENTS LISTED HEREON AS THEY MAY PERTAIN TO THIS PROJECT. THE ENGINEER IN RESPONSIBLE CHARGE SHALL REVISE THESE PLANS WHEN NON-CONFORMANCE IS DISCOVERED. 3. CITY APPROVAL OF PLANS DOES NOT RELIEVE THE DEVELOPER OR ENGINEER-OF- WORK FROM RESPONSIBILITY FOR THE CORRECTION OF ERRORS AND OMISSIONS DISCOVERED DURING CONSTRUCTION. ALL PLAN REVISIONS SHALL BE PROMPTLY SUBMITTED TO THE CITY ENGINEER FOR APPROVAL. 4. A RIGHT-OF-WAY PERMIT FROM THE CITY ENGINEER WILL BE REQUIRED FOR ANY WORK IN THE PUBLIC RIGHT OF WAY. PRIOR TO PERMIT ISSUANCE, A CERTIFICATE OF INSURANCE AS WELL AS ADDITIONAL INSURED ENDORSEMENT MUST BE FILED NAMING THE CITY OF CARLSBAD AS AN ADDITIONAL INSURED ON THE PERMITTEE'S POLICY IN THE MINIMUM AMOUNT OF $1,000,000.00 FOR EACH OCCURRANCE OF LIABILITY. THE INSURANCE COMPANY WRITING THE POLICY MUST HAVE A RATING OF "A-" OR BETTER AND A SIZE CATEGORY OF CLASS VII OR BETTER AS ESTABLISHED BY "BESTS" KEY RATING GUIDE. 5. NO WORK SHALL BE COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES. 6. REVISION OF THESE PLANS MAY BE REQUIRED IF THE PROPOSED IMPROVEMENTS ARE NOT CONSTRUCTED PRIOR TO THE DEADLINE DATE OF THE IMPROVEMENT AGREEMENT. 7. APPROVAL OF THESE PLANS BY THE CITY ENGINEER DOES NOT AUTHORIZE ANY WORK OR GRADING TO BE PERFORMED UNTIL THE PROPERTY OWNER'S PERMISSION HAS BEEN OBTAINED AND A VALID GRADING PERMIT HAS BEEN ISSUED. 8. NO REVISIONS WILL BE MADE TO THESE PLANS WITHOUT THE WRITTEN APPROVAL OF THE CITY ENGINEER, NOTED WITHIN THE REVISION BLOCK, ON THE APPROPRIATE SHEET OF THE PLANS AND THE TITLE SHEET. 9. ORIGINAL DRAWINGS SHALL BECOME THE PROPERTY OF THE CITY UPON BEING SIGNED BY THE CITY ENGINEER. 10. THE ORIGINAL DRAWING SHALL BE REVISED TO REFLECT AS-BUILT CONDITIONS BY THE ENGINEER-OF-WORK PRIOR TO FINAL ACCEPTANCE OF THE WORK BY THE CITY. 11.ACCESS FOR FIRE AND OTHER EMERGENCY VEHICLES SHALL BE MAINTAINED TO THE PROJECT SITE AT ALL TIMES DURING CONSTRUCTION. 12. WHERE TRENCHES ARE WITHIN CITY EASEMENTS, A SOILS REPORT COMPRISED OF: (A) SUMMARY SHEET, (B) LABORATORY WORK SHEETS AND (C) COMPACTION CURVES, SHALL BE SUBMITTED BY A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. THE SOILS REPORT WILL BE SUBMITTED TO THE CITY ENGINEERING INSPECTOR WITHIN TWO WORKING DAYS OF THE COMPLETION OF FIELD TESTS. 13. A SOILS COMPACTION REPORT AND COMPLIANCE VERIFICATION REGARDING ADHERENCE TO RECOMMENDATIONS OUTLINED IN THE SOILS REPORT IS REQUIRED PRIOR TO THE ISSUANCE OF A BUILDING PERMIT. ALL CONTROLLED GRADING SHALL BE DONE UNDER THE DIRECTION OF A PROFESSIONAL ENGINEER OF THE STATE OF CALIFORNIA PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS. ALL FILL OR FUTURE FILL AREAS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE CITY OF CARLSBAD STANDARD SPECIFICATIONS AND THE "EARTHWORK SPECIFICATIONS " ATTACHED TO THE PRELIMINARY SOILS INVESTIGATION. DAILY FIELD COMPACTION REPORTS WILL BE SUBMITTED TO THE PROJECT INSPECTOR. 14. A PRECONSTRUCTION MEETING SHALL BE HELD PRIOR TO THE BEGINNING OF WORK AND SHALL BE ATTENDED BY ALL REPRESENTATIVES RESPONSIBLE FOR CONSTRUCTION, INSPECTION, SUPERVISION, TESTING AND ALL OTHER ASPECTS OF THE WORK. THE CONTRACTOR WILL BE CONTACTED BY THE PROJECT INSPECTOR TO COORDINATE A DATE AND TIME FOR THE PRECONSTRUCTION MEETING. APPROVED DRAWINGS MUST BE AVAILABLE PRIOR TO SCHEDULING. THE GRADING PERMIT WILL BE PROVIDED BY THE PROJECT INSPECTOR AT THE MEETING. 15. ALL INSPECTION REQUESTS OTHER THAN FOR PRECONSTRUCTION MEETING WILL BE MADE BY CALLING THE ENGINEERING 24-HOUR INSPECTION REQUEST LINE AT (760) 438-3891. INSPECTION REQUEST MUST BE RECEIVED PRIOR TO 2:00 P.M. ON THE WORKING DAY BEFORE THE INSPECTION IS NEEDED. INSPECTIONS WILL BE MADE THE NEXT WORK DAY UNLESS YOU REQUEST OTHERWISE. REQUESTS MADE AFTER 2:00 P.M. WILL BE SCHEDULED FOR TWO FULL WORK DAYS LATER. 16. THE OWNER AND/OR APPLICANT THROUGH THE DEVELOPER AND/OR CONTRACTOR SHALL DESIGN, CONSTRUCT AND MAINTAIN ALL SAFETY DEVICES, INCLUDING SHORING, AND SHALL BE SOLELY RESPONSIBLE FOR CONFORMING TO ALL LOCAL, STATE AND FEDERAL SAFETY AND HEALTH STANDARDS, LAWS AND REGULATIONS. 17. THE CONTRACTOR SHALL CONFORM TO LABOR CODE SECTION 6705 BY SUBMITTING A DETAIL PLAN TO THE CITY ENGINEER AND/OR CONCERNED AGENCY SHOWING THE DESIGN OF SHORING, BRACING SLOPING OR OTHER PROVISIONS TO BE MADE OF WORKER PROTECTION FROM THE HAZARD OF CAVING GROUND DURING THE EXCAVATION OF SUCH TRENCH OR TRENCHES OR DURING THE PIPE INSTALLATION THEREIN. THIS PLAN MUST BE PREPARED FOR ALL TRENCHES FIVE FEET (5') OR MORE IN DEPTH AND APPROVED BY THE CITY ENGINEER AND/OR CONCERNED AGENCY PRIOR TO EXCAVATION. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTORS EXPENSE. IF THE PLAN VARIES FROM THE SHORING SYSTEM STANDARDS ESTABLISHED BY THE CONSTRUCTION SAFETY ORDERS, TITLE 8 CALIFORNIA ADMINISTRATIVE CODE, THE PLAN SHALL BE PREPARED BY A REGISTERED ENGINEER AT THE CONTRACTERS EXPENSE. A COPY OF THE OSHA EXCAVATION PERMIT MUST BE SUBMITTED TO THE INSPECTOR PRIOR TO EXCAVATION. 19. IF ANY ARCHAEOLOGICAL RESOURCES ARE DISCOVERED WITHIN ANY WORK AREA DURING CONSTRUCTION, OPERATIONS WILL CEASE IMMEDIATELY, AND THE PERMITTEE WILL NOTIFY THE CITY ENGINEER. OPERATIONS WILL NOT RESTART UNTIL THE PERMITTEE HAS RECEIVED WRITTEN AUTHORITY FROM THE CITY ENGINEER TO DO SO. 20. ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO, INCLUDING WARMING UP, REPAIR, ARRIVAL, DEPARTURE OR OPERATION OF TRUCKS, EARTHMOVING EQUIPMENT, CONSTRUCTION EQUIPMENT AND ANY OTHER ASSOCIATED GRADING EQUIPMENT SHALL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. EACH DAY, MONDAY THRU FRIDAY AND NO EARTHMOVING OR GRADING OPERATIONS SHALL BE CONDUCTED ON WEEKENDS OR HOLIDAYS. (A LIST OF CITY HOLIDAYS IS AVAILABLE AT THE ENGINEERING DEPARTMENT COUNTER.) 21. ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY INSPECTOR FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 23. BRUSH SHALL BE REMOVED ONLY WITHIN THE AREA TO BE GRADED. NO TREES ARE TO BE REMOVED UNLESS SPECIFICALLY NOTED ON THE PLAN. 24. ALL AREAS SHALL BE GRADED TO DRAIN. GRADING RESULTING IN THE PONDING OF WATER IS NOT PERMITTED. ALL EARTHEN SWALES AND DITCHES SHALL HAVE A MINIMUM ONE PERCENT SLOPE. 25. THESE PLANS ARE SUBJECT TO A SIGNED AND APPROVED SWPPP AND/OR SET OF EROSION CONTROL PLANS. EROSION CONTROL SHALL BE AS SHOWN AND AS APPROVED BY THE CITY ENGINEER OR AS DIRECTED BY THE PROJECT INSPECTOR. 26. ALL SLOPES SHALL BE TRIMMED TO A FINISH GRADE TO PRODUCE A UNIFORM SURFACE AND CROSS SECTION. THE SITE SHALL BE LEFT IN A NEAT AND ORDERLY CONDITION. ALL STONES, ROOTS OR OTHER DEBRIS SHALL BE REMOVED AND DISPOSED OF AT A SITE APPROVED OF BY THE CITY ENGINEER. 27. ALL SLOPES SHALL BE IRRIGATED, STABILIZED, PLANTED AND/OR HYDROSEEDED WITHIN TEN (10) DAYS OF THE TIME WHEN EACH SLOPE IS BROUGHT TO GRADE AS SHOWN ON THE APPROVED GRADING PLANS. 22. IMPORT MATERIAL SHALL BE OBTAINED FROM, AND WASTE MATERIAL SHALL BE DEPOSITED AT, A SITE APPROVED BY THE CITY ENGINEER. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTES OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION. 18. NO BLASTING SHALL BE PERFORMED UNTIL A VALID BLASTING PERMIT HAS BEEN OBTAINED FROM THE CITY OF CARLSBAD. SUBMIT APPLICATION FOR BLASTING PERMIT WELL IN ADVANCE OF THE SCHEDULING OF BLASTING OPERATIONS. 28.LANDSCAPING SHALL BE ACCOMPLISHED ON ALL SLOPES AND PADS AS REQUIRED BY THE CITY OF CARLSBAD LANDSCAPE MANUAL, THE LANDSCAPING PLANS FOR THIS PROJECT, DRAWING NO. AND/OR AS DIRECTED BY THE CITY ENGINEER OR PLANNING DIRECTOR. 29. THE OWNER/APPLICANT SHALL INSURE THAT ALL CONTRACTORS SHALL COORDINATE THE WORK OF THESE GRADING PLANS WITH THAT SHOWN ON BOTH THE LANDSCAPE AND IRRIGATION PLANS AND THE IMPROVEMENT PLANS AS REQUIRED FOR THIS WORK IN ACCORDANCE WITH THE LANDSCAPE MANUAL TIME REQUIREMENTS. 30.WHERE AN EXISTING PIPE LINE IS TO BE ABANDONED AS A RESULT OF THE GRADING OPERATION, IT SHALL BE REMOVED WITHIN TWENTY FEET OF BUILDING OR STREET AREAS AND REPLACED WITH PROPERLY COMPACTED SOILS. IN OTHER AREAS THE PIPE WILL BE PLUGGED WITH CONCRETE OR REMOVED AS APPROVED BY THE CITY ENGINEER. 31. THE EXISTENCE AND LOCATION OF UTILITY STRUCTURES AND FACILITIES SHOWN ON THE CONSTRUCTION PLANS WERE OBTAINED BY A SEARCH OF THE AVAILABLE , RECORDS. ATTENTION IS CALLED TO THE POSSIBLE EXISTENCE OF OTHER UTILITY FACILITIES OR STRUCTURES NOT SHOWN OR IN A LOCATION DIFFERENT FROM THAT SHOWN ON THE PLANS. THE CONTRACTOR IS REQUIRED TO TAKE DUE PRECAUTIONARY MEASURES TO PROTECT THE UTILITIES SHOWN ON THE PLANS AND ANY OTHER EXISTING FACILITIES OR STRUCTURES NOT SHOWN. 32. THE CONTRACTOR SHALL VERIFY THE LOCATION OF ALL EXISTING FACILITIES ( ABOVE GROUND AND UNDER GROUND ) WITHIN THE PROJECT SITE SUFFICIENTLY AHEAD OF GRADING TO PERMIT THE REVISION OF THE GRADING PLANS IF IT IS FOUND THAT THE ACTUAL LOCATIONS ARE IN CONFLICT WITH THE PROPOSED WORK. 33. THE CONTRACTOR SHALL NOTIFY AFFECTED UTILITY COMPANIES (SEE BELOW) AT LEAST 2 FULL WORKING DAYS PRIOR TO STARTING GRADING NEAR THEIR FACILITIES AND SHALL COORDINATE THE WORK WITH A COMPANY REPRESENTATIVE. UNDERGROUND SERVICE ALERT (800)422-4133 SDG&E (800)411-7343 AT&T (800)892-0123 TIME WARNER CABLE (760)438-7741 COX COMMUNICATIONS (619)262-1122 CITY OF CARLSBAD(STREETS & STORM DRAIN) (760)434-2980 CITY OF CARLSBAD(SEWER,WATER & RECLAIMED WATER) (760)438-2722 SAN DIEGUITO WATER DISTRICT (760)633-2650 LEUCADIA WASTEWATER DISTRICT (760)753-0155 VALLECITOS WATER DISTRICT (760)744-0460 OLIVENHAIN WATER DISTRICT (760)753-6466 BUENA SANITATION DISTRICT (760)726-1340 x1330 AS APPROPRIATE 34. PERMIT COMPLIANCE REQUIREMENTS: A. FOR CONTROLLED GRADING - THE APPLICANT HIRES A CIVIL ENGINEER, SOILS ENGINEER, AND/OR GEOLOGIST TO GIVE TECHNICAL ADVICE, OBSERVE AND CONTROL THE WORK IN PROGRESS {15.16.120 A.8} CARLSBAD MUNICIPAL CODE. B. PRIOR TO FINAL APPROVAL OF A GRADING PERMIT - THE FOLLOWING REPORTS MUST BE SUBMITTED TO THE CITY ENGINEER VIA THE PROJECT INSPECTOR {15.16.120 A.10} CARLSBAD MUNICIPAL CODE: (1) FINAL REPORT BY SUPERVISING GRADING ENGINEER STATING ALL GRADING IS COMPLETE. ALL EROSION CONTROL, SLOPE PLANTING AND IRRIGATION ARE INSTALLED IN CONFORMANCE WITH CITY CODE AND THE APPROVED PLANS ( OBTAIN SAMPLE OF COMPLIANCE LETTER FROM CITY ENGINEERING DEPARTMENT). (2) AS-BUILT GRADING PLAN. (3) REPORT FROM THE SOILS ENGINEER, WHICH INCLUDES RECOMMENDED SOIL BEARING CAPACITIES, A STATEMENT AS TO THE EXPANSIVE QUALITY OF THE SOIL, AND SUMMARIES OF FIELD AND LABORATORY TESTS AND PLOTTED TEST POINTS THE REPORT SHALL ALSO INCLUDE A STATEMENT BY THE SOILS ENGINEER THAT THE GRADING WAS DONE IN ACCORDANCE WITH THE REQUIREMENTS AND RECOMMENDATIONS OUTLINED IN THE PRELIMINARY SOILS REPORT AND ANY SUPPLEMENTS THERETO. (4) REPORT WITH AS-BUILT GEOLOGIC PLAN, IF REQUIRED BY THE CITY. 35.UNLESS A GRADING PERMIT FOR THIS PROJECT IS ISSUED WITHIN ONE (1) YEAR AFTER THE CITY ENGINEER'S APPROVAL, THESE PLANS MAY BE REQUIRED TO BE RESUBMITTED FOR PLANCHECK. PLANCHECK FEES WILL BE REQUIRED FOR ANY SUCH RECHECK. 35.IN ACCORDANCE WITH THE CITY STORM WATER STANDARDS, ALL STORM DRAIN INLETS CONSTRUCTED BY THIS PLAN SHALL INCLUDE "STENCILS" BE ADDED TO PROHIBIT WASTEWATER DISCHARGE DOWNSTREAM. STENCILS SHALL BE ADDED TO THE SATISFACTION OF THE CITY ENGINEER. "DECLARATION OF RESPONSIBLE CHARGE" I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS. I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF CARLSBAD DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN. FIRM: ADDRESS: CITY, STATE: TELEPHONE: BY: (NAME OF ENGINEER) R.C.E. NO.: REGISTRATION EXPIRATION DATE: SOILS ENGINEER'S CERTIFICATE SIGNED: G.E./P.E. NO.: DATE: LICENSE EXPIRATION DATE: OWNER'S CERTIFICATE I ( WE ) HEREBY CERTIFY THAT A REGISTERED SOILS ENGINEER OR GEOLOGIST HAS BEEN OR WILL BE RETAINED TO SUPERVISE OVER-ALL GRADING ACTIVITY AND ADVISE ON THE COMPACTION AND STABILITY OF THIS SITE. IF THIS PROJECT/DEVELOPMENT IS SUBJECT TO A STATE-REGULATED SWPPP, I (WE) ALSO AGREE A QUALIFIED SWPPP PRACTITIONER (QSP) HAS BEEN OR WILL BE RETAINED TO SUPERVISE IMPLEMENTATION OF THE SWPPP IN ACCORDANCE WITH THE CALIFORNIA CONSTRUCTION ORDER AND MUNICIPAL PERMIT, LATEST VERSION. RYLEY WEBB DATE I, , A REGISTERED GEOTECHNICAL ENGINEER OF THE STATE OF CALIFORNIA, PRINCIPALLY DOING BUSINESS IN THE FIELD OF APPLIED SOILS MECHANICS, HEREBY CERTIFY THAT A SAMPLING AND STUDY OF THE SOIL CONDITIONS PREVALENT WITHIN THIS SITE WAS MADE BY ME OR UNDER MY DIRECTION BETWEEN THE DATES OF COPIES OF THE SOILS REPORT COMPILED FROM THIS STUDY, WITH MY RECOMMENDATIONS, HAS BEEN SUBMITTED TO THE OFFICE OF THE CITY ENGINEER. SOURCE OF TOPOGRAPHY TOPOGRAPHY SHOWN ON THESE PLANS WAS GENERATED BY METHODS FROM INFORMATION GATHERED ON 11/11/2022. TOPOGRAPHY SHOWN HEREON CONFORMS TO NATIONAL MAP ACCURACY STANDARDS. PROJECT LOCATION THIS PROJECT IS LOCATED WITHIN ASSESSORS PARCEL NUMBER(S) THE CALIFORNIA COORDINATE INDEX OF THIS PROJECT IS: N41°38'11" * * * * * * * SHEET INDEX LEGAL DESCRIPTION PROJECT ADDRESS DEVELOPER NAME: ADDRESS: PHONE NO.: REFERENCE DRAWINGS EARTHWORK QUANTITIES CUT: FILL: IMPORT: EXPORT: REMEDIAL:CY CY CY CY CY BENCHMARK DESCRIPTION: LOCATION: RECORDED: ELEVATION:DATUM:NGVD 29 TOTAL LOT AREA = TOTAL DISTURBED AREA = (THIS AREA INCLUDES BUT IS NOT LIMITED TO OFF-SITE WORK INCLUDING PUBLIC IMPROVEMENTS AND TEMPORARY DISTURBANCE SUCH AS VEHICLE AND EQUIPMENT STAGING AREAS, CONSTRUCTION WORKER FOOT TRAFFIC, SOIL/GRAVEL PILES, UTILITY TRENCHES, BACKFILL CUTS AND SLOPE KEYWAYS) TOTAL PROPOSED/REPLACED IMPERVIOUS AREA = 179,173 SF TOTAL PROPOSED PERVIOUS AREA = 56,051 SF WORK TO BE DONE THE GRADING WORK SHALL CONSIST OF THE CONSTRUCTION OF ALL CUTS AND FILLS, REMEDIAL GRADING, DRAINAGE FACILITIES, EROSION CONTROL FACILITIES, AND PLANTING OF PERMANENT LANDSCAPING AND PREPARATION OF AS-BUILT GRADING PLANS, AS-BUILT GEOLOGIC MAPS AND REPORTS, ALL AS SHOWN OR REQUIRED ON THIS SET OF PLANS AND THE CITY STANDARDS, SPECIFICATIONS, REQUIREMENTS, RESOLUTIONS AND ORDINANCES CITED ON THESE PLANS. THE GRADING WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER. 1. CARLSBAD MUNICIPAL CODE 2. CITY OF CARLSBAD ENGINEERING STANDARDS 3. THIS SET OF PLANS 4. RESOLUTION NO. 5. THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK). 6. SOILS REPORT AND RECOMMENDATIONS BY 7. THE SAN DIEGO REGIONAL STANDARD DRAWINGS AND AS MAY BE MODIFIED BY THE CITY OF CARLSBAD STANDARDS. 8. ENVIRONMENTAL APPROVAL DOCUMENTS: 9. STORM WATER POLLUTION PREVENTION PLAN PREPARED BY WDID NO. 9 375 10. STORM WATER MANAGEMENT PLAN PREPARED BY 11. CALIFORNIA STORM WATER QUALITY ASSOCIATION BMP CONSTRUCTION HANDBOOK AND CALTRANS CONSTRUCTION SITE BMP MANUAL. ABANDONMENT NOTES PARTIALLY COMPLETED PROJECTS SEEKING TO INDEFINITELY STOP WORK AND CLOSE THE GRADING PERMIT MUST IMPLEMENT APPROPRIATE ACCESS RESTRICTION AND EROSION AND SEDIMENT CONTROL MEASURES TO THE SATISFACTION OF THE CITY, INCLUDING BUT NOT LIMITED TO THE FOLLOWING: 1)PERMANENTLY STABILIZE ALL SLOPES (>5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR (GUIDELINES) IS CONSIDERED ADEQUATE. 2)PERMANENTLY STABILIZE FLAT AREAS (≤5%) - 70% COVER WITH WELL-ESTABLISHED, SUSTAINABLE, NON-WEED VEGETATION (SEE CITY LANDSCAPE MANUAL FOR GUIDELINES) OR 2 INCHES (MINIMUM) OF PERMEABLE COVER (E.G., GRAVEL) IS CONSIDERED ADEQUATE. 3)RESTRICT ACCESS TO SITE - COORDINATE WITH CITY STAFF TO DETERMINE APPROPRIATE FENCING TYPE. 4)SIGNAGE ALONG FRONTAGE ROAD(S) POSTING THAT DUMPING, LITTERING, AND TRESPASSING ARE PROHIBITED. 5)TRESPASS ENFORCEMENT AUTHORIZATION LETTER MUST BE SENT FROM THE OWNER TO THE CITY OF CARLSBAD POLICE DEPARTMENT. 6)NOTARIZE AND RECORD AGAINST THE PROPERTY AN AGREEMENT STATING THAT OWNER IS RESPONSIBLE FOR MAINTAINING FENCING AND SIGNAGE, ADHERING TO THE FIRE PREVENTION ORDINATION, KEEPING THE SITE FREE FROM LITTER ACCUMULATION AND VEGETATION GROWTH, AND REMOVING ANY ILLEGALLY DUMPED MATERIALS AT THE SITE UNTIL THE PROPERTY IS DEVELOPED IN THE FUTURE. ELEVATIONS SHOWN HEREON ARE BASED ON BRASS DISK, "OC147 1968", FOUND IN THE NORTHEAST CORNER OF NORTHBOUND HWY 101 BRIDGE OVER PONTO CREEK, AS SHOWN ON ROS 17271 AS BM-OC-147. 50.560 1,595 8,885 6,166 1.TITLE SHEET 2.KEY MAP & NOTES 03-04.SECTIONS & DETAILS 05-13.PRECISE GRADING PLAN 14-16.STORM DRAIN PLAN & PROFILES 17.BMP PLAN 18-19.BMP PLAN DETAILS 20-21.STRUCTURAL RETAINING WALL DETAILS SEE SHEET 2 214-160-25; 214-160-28; 214-171-11 4.64 ACRES DWG 337-9 DWG 468-3 DWG 499-2 7200, 7290, 7294 PONTO DRIVE CARLSBAD, CA 92011 VICINITY MAP: SCALE: 1" = 800' 1 H.G.FENTON COMPANY 7577 MISSION VALLEY RD. SAN DIEGO, CA 92108 (619)400-0120 PLSA ENGINEERING 1911 SAN DIEGO AVE, SUITE 100 SAN DIEGO, CA 92110 (858)259-8212 TYLER G LAWSON 12/31/24 80356 JOHN J. DONOVAN MARCH 16, 2022 PASCO LARET SUITER & ASSOCIATES. DATED DATED DATED SW NO. DATED SW NO. TITLE SHEET ADVANCED GEOTECHNICAL SOLUTIONS INC (AGS)3/16/2022 ASSESSOR'S PARCEL NO. 214-160-28, 214-160-25, 214-171-11 ASSOCIATED PERMITS PUBLIC IMPROVEMENT PLANS 543-6 7,290 5.40 ACRES *SEE SHEET 2 FOR LEGEND, LEGAL DESCRIPTION, & SPECIAL MITIGATION NOTES 7482 MAY 3,2023 RESOLUTION NO. 7482, DATED : MAY3, 2023 35.DEVELOPER SHALL AVOID AFFECTING NESTING BIRD SPECIES (RAPTORS, LISTED BIRD SPECIES, AND MIGRATORY BIRDS) DURING CONSTRUCTION ACTIVITIES, INCLUDING CLEARING AND GRUBBING, DURING THE BIRD BREEDING SEASON (FEBRUARY 15 TO AUGUST 31). IF THE BREEDING SEASON CAN=NT BE AVOIDED, THE FOLLOWING ACTIONS SHALL BE TAKEN: A.NO MORE THAN THREE (3) DAYS PRIOR TO ANY VEGETATION CLEARING OR CONSTRUCTION ACTIVITIES, A QUALIFIED BIOLOGIST SHALL CONDUCT A PRE-CONSTRUCTION SURVEY THROUGHOUT THE SITE TO IDENTIFY NESTS OR NESTING BEHAVIOR. MONITORING SHALL CONTINUE THROUGHOUT THE BREEDING SEASON. IF AN ACTIVE NEST IS OBSERVED, A PROTECTIVE BUFFER SHALL BE FENCED OFF, AND NO WORK SHALL BE ALLOWED WITHIN THE BUFFER UNTIL THE NEST IS NO LONGER ACTIVE (E.G., ALL NESTLINGS HAVE SUCCESSFULLY FLEDGED). A BUFFER WIDTH OF AT LEAST 500 FEET SHALL BE REQUIRED FOR RAPTORS OR LISTED SPECIES SUCH AS COASTAL CALIFORNIA GNATCATCHER OR LEAST BELL'S VIREO. BUFFER WIDTH FOR OTHER SPECIES SHALL BE DETERMINED BY A QUALIFIED BIOLOGIST, IN COORDINATION WITH THE CITY AND WILDLIFE AGENCIES BASED ON SPECIES BIOLOGY AND SITE CONDITIONS. B.USFWS SHALL BE NOTIFIED IMMEDIATELY OF ANY FEDERALLY LISTED SPECIES THAT ARE LOCATED DURING PRE-CONSTRUCTION SURVEYS. C.A QUALIFIED BIOLOGIST SHALL MONITOR CONSTRUCTION ACTIVITIES DURING THE BREEDING SEASON. NO ACTIVITIES THAT WOULD RESULT IN NOISE LEVELS EXCEEDING 60 DBA HOURLY LEQ WITHIN 500 FEET OF BREEDING HABITAT OCCUPIED BY LISTED SPECIES. AMBIENT NOISE SHALL BE EXCLUDED FROM THE 60 DBA CALCULATION. IF EXCESS NOISE-PRODUCING CONSTRUCTION ACTIVITIES ARE NOT COMPLETED PRIOR TO THE BREEDING SEASON, AND BIRDS ARE NESTING DURING THE BREEDING SEASON, NOISE BARRIERS SHALL BE ERECTED TO REDUCE NOISE IMPACTS AT THE DISTANCE OF THE NESTS TO BELOW 60 DBA HOURLY LEQ OR THE ACTIVITIES SHALL BE SUSPENDED. THE NEST SHALL BE MONITORED BY THE MONITORING BIOLOGIST, AND THE NOISE RESTRICTIONS SHALL CONTINUE UNTIL THE NOISE PRODUCING MACHINERY WORK IS COMPLETED. 36.PRIOR TO ISSUANCE OF GRADING AND BUILDING PERMITS, DEVELOPER SHALL LIST THE FOLLOWING ON ALL CONSTRUCTION, GRADING AND IMPROVEMENT PLANS. DEVELOPER SHALL ADHERE TO THE FOLLOWING MEASURES FOR ALL CONSTRUCTION PHASES OF THE PROJECT: A.THE PROJECT CONTRACTOR SHALL, TO THE EXTENT FEASIBLE, SCHEDULE CONSTRUCTION ACTIVITIES TO AVOID THE SIMULTANEOUS OPERATION OF CONSTRUCTION EQUIPMENT SO AS TO MINIMIZE NOISE LEVELS RESULTING FROM OPERATING SEVERAL PIECES OF HIGH NOISE LEVEL EMITTING EQUIPMENT. B.ALL CONSTRUCTION EQUIPMENT, FIXED OR MOBILE, SHALL BE EQUIPPED WITH PROPERLY OPERATING AND MAINTAINED MUFFLERS. ENFORCEMENT SHALL BE ACCOMPLISHED BY RANDOM FIELD INSPECTIONS BY APPLICANT PERSONNEL DURING CONSTRUCTION ACTIVITIES, TO THE SATISFACTION OF THE CITY OF CARLSBAD. C.CONSTRUCTION NOISE REDUCTION METHODS SUCH AS SHUTTING OFF IDLING EQUIPMENT, CONSTRUCTION OF A TEMPORARY NOISE BARRIER, LOCATING STOCKPILING AND/OR CONSTRUCTION EQUIPMENT STAGING AREAS AS FAR AS PRACTICABLE FROM ADJACENT RESIDENCES OR OTHER NOISE-SENSITIVE RECEPTORS, AND USE OF ELECTRIC AIR COMPRESSORS AND SIMILAR POWER TOOLS, RATHER THAN DIESEL EQUIPMENT, SHALL BE USED WHERE FEASIBLE. D.DURING CONSTRUCTION, STATIONARY CONSTRUCTION EQUIPMENT SHALL BE PLACED SUCH THAT EMITTED NOISE IS DIRECTED AWAY FROM OR SHIELDED FROM SENSITIVE RECEPTORS. E.CONSTRUCTION HOURS, ALLOWABLE WORKDAYS, AND THE PHONE NUMBER OF THE JOB SUPERINTENDENT SHALL BE CLEARLY POSTED AT ALL CONSTRUCTION ENTRANCES TO ALLOW SURROUNDING PROPERTY OWNERS TO CONTACT THE JOB SUPERINTENDENT IF NECESSARY. IN THE EVENT THE CITY OF CARLSBAD RECEIVES A COMPLAINT, APPROPRIATE CORRECTIVE ACTIONS SHALL BE IMPLEMENTED, AND A REPORT OF THE ACTION PROVIDED TO THE REPORTING PARTY. F.TO COMPLY WITH SDAPCD RULE 55, FUGITIVE DUST CONTROL, THE ACTIVE GRADING SITES SHALL BE WATERED AT LEAST TWO TIMES DAILY. G.PRIOR TO THE START OF CONSTRUCTION ACTIVITIES AND ISSUANCE OF GRADING PERMITS, THE PROJECT APPLICANT, OR ITS DESIGNEE, SHALL ENSURE THAT ALL 84 HORSEPOWER OR GREATER DIESEL-POWERED EQUIPMENT ARE POWERED WITH CALIFORNIA AIR RESOURCES BOARD (CARB)-CERTIFIED TIER 4 INTERIM ENGINES OR BETTER, EXCEPT WHERE THE PROJECT APPLICANT ESTABLISHES TO THE SATISFACTION OF THE CITY OF CARLSBAD (CITY) THAT TIER 4 INTERIM EQUIPMENT IS NOT AVAILABLE. AN EXEMPTION FROM THIS REQUIREMENT MAY BE GRANTED BY THE CITY IF (1) THE CITY DOCUMENTS EQUIPMENT WITH TIER 4 INTERIM ENGINES ARE NOT REASONABLY AVAILABLE, AND (2) THE REQUIRED CORRESPONDING REDUCTIONS IN CRITERIA AIR POLLUTANT EMISSIONS CAN BE ACHIEVED FOR THE PROJECT FROM OTHER COMBINATIONS OF CONSTRUCTION EQUIPMENT. BEFORE AN EXEMPTION MAY BE GRANTED, THE CONSTRUCTION CONTRACTOR SHALL: CONFIRM THAT THE PROPOSED REPLACEMENT EQUIPMENT HAS BEEN EVALUATED USING CALIFORNIA EMISSIONS ESTIMATOR MODEL (CALEEMOD} OR OTHER INDUSTRY STANDARD EMISSION ESTIMATION METHOD AND DOCUMENTATION PROVIDED TO THE CITY TO CONFIRM THAT NECESSARY PROJECT-GENERATED EMISSIONS REDUCTIONS ARE ACHIEVED. PLSA PLSA --- FPC RESIDENTIAL CITY OF CARLSBAD SDP2022-003/CDP2022-0023 (DEV2022-0048)/PCD2023-0001 (DEV2022-0048) REVISION DESCRIPTION CITY APPROVAL INITIALDATE ENGINEER OF WORK INITIALDATE ENGINEERING DEPARTMENT DRAWING NO.PROJECT NO. CHKD BY: DWN BY: APPROVED: DATE INITIAL RVWD BY: "AS BUILT" DATE INSPECTOR DATE REVIEWED BY: P.E.EXP. 1 ENGINEERING MANAGER RCE 63912 EXPIRES 9/30/24 JASON S. GELDERT DATE OTHER APPROVAL SHEETSSHEET GRADING PLANS FOR: J:\ACTIVE JOBS\3754 FENTON-PONTO RD\CIVIL\DRAWING\GRADING PLANS 21 SDP 2022-0003 GR 2023-0029 543-6A GRADING NOTES (CONTINUED) GRADING NOTES (CONTINUED) SEE SHEET 2 FOR LEGEND SEE SHEET 2 FOR SPECIAL MITIGATION NOTES MP-40 TC-50 QUARTERLY TC-12 TRASH CAPTURE STORMTEK ST3 MODULAR WETLAND STREET TREE PRIVATE PRIVATE YES YES 5-6,8-9,17-19 18-19 AS NEEDED SEMI-ANNUALLY & AS NEEDED PRIVATE YES 15-16 GE 2790 06-30-25 PROJECT SITE MICHAEL BAKER INTERNATIONAL SHOP DRAWING REVIEW Proj No Shop Dwg. No139000 Ocean Condominiums 4th Date By10/05/2020 ARL/CS MAKE CORRECTIONS NOTED REVISE AND RESUBMITREVISE AND RESUBMITREJECTED Review is only for general conformance with the design concept of the project and general compliance with the information included in this Contract Document(s). Any action shown is subject to the requirements of the drawings and speciﬁcatons. Contractor is responsible for: construction, coordination of his/her work with that of other trades, and performing the work in a safe and satisfactory manner. NO EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM 161440 10/16/2023 ARL/CS FPC Residential Struc Review #1 4 THE LATEST RETAINING WALL DESIGN PARAMETERS ARE LISTED IN THIS REPORT. GENERAL NOTES 1.THE GENERAL CONTRACTOR AND EACH SUBCONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS ON THE CONSTRUCTION DOCUMENTS AND SITE CONDITIONS BEFORE STARTING WORK. ALL DIMENSIONS ON THE STRUCTURAL DRAWINGS SHALL BE COMPARED TO THOSE ON THE ARCHITECTURAL DRAWINGS PRIOR TO CONSTRUCTION. THE ARCHITECT OR ENGINEER OF RECORD SHALL BE NOTIFIED OF ANY DISCREPANCY. DIMENSIONS SHALL TAKE PRECEDENCE OVER SCALES SHOWN ON DRAWINGS. 2.IF ANY CONFLICTS ARISE BETWEEN THE ARCHITECTURAL SPECIFICATIONS AND THE STRUCTURAL SPECIFICATIONS, THE MORE STRINGENT REQUIREMENT SHALL GOVERN. 3.REFER TO ARCHITECTURAL, ELECTRICAL, AND MECHANICAL DRAWINGS FOR LOCATIONS OF FLOORS, ROOFS, WALLS, AND NON-STRUCTURAL ELEMENTS AND CONFIGURATIONS AND OPENINGS IN THESE ELEMENTS AND LOCATIONS OF TRENCHES, DEPRESSIONS, PIPES, EQUIPMENT, ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 4.GENERAL DETAILS AND GENERAL NOTES ARE MINIMUM REQUIREMENTS TO BE USED WHEN CONDITIONS ARE NOT SHOWN OTHERWISE. DETAILED NOTES AND DETAILED DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND GENERAL DETAILS. 5.WHERE NO DETAILS OR NOTES ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT AND SHALL BE IN CONFORMANCE WITH ACCEPTED TRADE STANDARDS. 6.ALL WORK SHALL CONFORM WITH THE STRUCTURAL NOTES, DETAILS, DRAWINGS, AND SPECIFICATIONS ALONG WITH ASSOCIATED NOTES, DETAILS, DRAWINGS, AND SPECIFICATIONS. 7.ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE 2019 CALIFORNIA BUILDING CODE AND ANY OTHER AMENDMENTS AS ADOPTED BY THE LOCAL CITY, COUNTY, AND ANY OTHER REGULATING AGENCY HAVING AUTHORITY OVER ANY PORTION OF WORK. 8.ALL WORK SHALL CONFORM WITH APPLICABLE FEDERAL LAWS, STATE STATUTES, LOCAL ORDINANCES, AND THE REGULATIONS OF AGENCIES HAVING JURISDICTION. THE CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR COMPLYING WITH THE CONSTRUCTION SAFETY ORDERS AND THE GENERAL INDUSTRIAL SAFETY ORDERS OF THE STATE DIVISION OF INDUSTRIAL SAFETY, THE REGULATIONS OF THE FEDERAL AND STATE OCCUPATIONAL SAFETY AND HEALTH ADMINISTRATIONS, AND SUCH OTHER AGENCIES GOVERNING THE CONTRACTOR'S ACTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR AND HOLD HARMLESS THE STRUCTURAL ENGINEER FOR ANY DAMAGES AND PENALTIES OR BOTH RESULTING FROM HIS FAILURE TO COMPLY WITH SAID LAWS, STATUTES, ORDINANCES, AND REGULATIONS. 9.THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR, AND HAS NOT BEEN CONSIDERED BY THE STRUCTURAL ENGINEER. THE CONTRACTOR IS RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE PRIOR TO THE APPLICATION OF ALL SHEAR WALLS, ROOF AND FLOOR DIAPHRAGMS AND FINISH MATERIALS. HE SHALL PROVIDE THE NECESSARY BRACING TO PROVIDE STABILITY PRIOR TO THE APPLICATION OF THE AFOREMENTIONED MATERIALS. OBSERVATION VISITS TO THE SITE BY THE STRUCTURAL ENGINEER OR HIS DESIGNEE SHALL NOT INCLUDE INSPECTION OF THE ABOVE ITEMS. 10.CONSTRUCTION MATERIALS SHALL BE PLACED SO THAT THE LOAD DOES NOT EXCEED THE DESIGNED LOAD IF THE MATERIALS ARE TO BE PLACED ON FRAMED ROOF OR FLOORS. 11.NO SUBSTITUTIONS OR CHANGES SHALL BE MADE WITHOUT WRITTEN APPROVAL OF THE OWNER AND ENGINEER OF RECORD. REINFORCING STEEL 1.ALL REINFORCING BARS SHALL BE ASTM A 615 GRADE 40 FOR #3 BARS AND SMALLER. ALL REINFORCING BARS SHALL BE ASTM A 615 GRADE 60 FOR #4 BARS AND LARGER. ALL BARS SHALL BE DEFORMED. 2. WIRE FABRIC SHALL CONFORM TO ANSI/ASTM A 185, STEEL WELDED WIRE FABRIC, PLAIN, FOR CONCRETE REINFORCEMENT. 3.BEND REINFORCING COLD UNLESS OTHERWISE ACCEPTED BY THE ENGINEER OF RECORD. 4.SECURELY TIE ANCHOR BOLTS, REINFORCING STEEL, INSERTS, ETC. IN PLACE PRIOR TO POURING CONCRETE OR GROUT. 4. PLACEMENT OF REINFORCING STEEL NEED NOT BE INSPECTED BY A SPECIAL INSPECTOR. 5.CONCRETE PROTECTION FOR REINFORCEMENT SHALL BE AT LEAST EQUAL TO THE DIAMETER OF THE BARS. COVER SHALL BE AS FOLLOWS: A. CAST AGAINST EARTH 3" B. CAST AGAINST FORM BELOW GRADE, #6 AND LARGER 2" #5 AND SMALLER 1 1/2" C. FORMED SLABS 1" D. SLABS ON GRADE (FROM TOP OF SLAB)1" E. COLUMNS AND BEAMS TO MAIN BARS 2" F. WALLS - EXPOSED TO WEATHER 2" NOT EXPOSED TO WEATHER, #11 AND SMALLER 1" #14 AND #18 1 1/2" G. STRESSING TENDON 1 1/2" INSPECTION PROGRAM: 1.STRUCTURAL INSPECTION: THE BUILDING OFFICIAL OR BUILDING INSPECTOR DESIGNATED BY THE BUILDING OFFICIAL SHALL INSPECT ALL STRUCTURAL ASPECTS OF THE PROJECT IN ACCORDANCE WITH THE BUILDING PERMIT AND THE PROVISIONS OF THE BUILDING CODE. 2.SPECIAL INSPECTION: A REGISTERED SPECIAL INSPECTOR SHALL PROVIDE INSPECTION DURING CONSTRUCTION ON THE FOLLOWING TYPES OF WORK: PORTION OF WORK REQUIRING INSPECTION CONTINUOUS PERIODIC DESCRIPTION, LOCATIONS, REMARKS, ETC. FIRM A.THE STATEMENT OF SPECIAL INSPECTION IS SUBMITTED IN FULFILLMENT OF THE REQUIREMENTS OF CBC/ LABC SECTION 1704 AND 1705. INCLUDED ARE: 1.SCHEDULE OF SPECIAL INSPECTIONS AND TEST APPLICABLE TO THIS PROJECT: a.SPECIAL INSPECTIONS PER SECTIONS 1704 AND 1705 b.SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE c.SPECIAL INSPECTIONS FOR WIND RESISTANCE 2.LIST OF TESTING AGENCIES AND OTHER SPECIAL INSPECTORS THAT WILL BE RETAINED TO CONDUCT THE TEST AND INSPECTIONS. B.SPECIAL INSPECTIONS AND TESTING WILL BE PERFORMED IN ACCORDANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND SECTIONS 1704, 1705, 1707, AND 1708 C.THE SPECIAL INSPECTORS MUST BE CERTIFIED BY THE APPROVING MUNICIPALITY TO PERFORM THE TYPES OF INSPECTION LISTED. D.IT IS THE RESPONSIBILITY OF THE OWNER OR CONTRACTOR TO INFORM THE SPECIAL INSPECTION AGENCY PRIOR TO PERFORMING THE WORK WHICH REQUIRES SPECIAL INSPECTION. ALL WORK PERFORMED WITHOUT THE REQUIRED SPECIAL INSPECTION IS SUBJECT TO REMOVAL. E.EACH SPECIAL INSPECTOR SHALL OBSERVE THE WORK OF THE CONTRACTOR AND THE TAKING OF TEST SAMPLES FOR CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS. SPECIAL INSPECTORS SHALL KEEP RECORDS OF INSPECTIONS. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, AND TO THE ENGINEER-OF-RECORD. REPORTS SHALL INDICATE THAT THE WORK INSPECTED WAS DONE IN CONFORMANCE TO APPROVED CONSTRUCTION DOCUMENTS. DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF THE DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE ENGINEER-OF-RECORD PRIOR TO THE COMPLETION OF THAT PHASE OF WORK. A FINAL REPORT DOCUMENTING REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE SPECIAL INSPECTIONS SHALL BE SUBMITTED AT A POINT IN TIME AGREED UPON BY THE PERMIT APPLICANT AND THE BUILDING OFFICIAL PRIOR TO THE START OF WORK. F.A CERTIFICATE OF SATISFACTORY COMPLETION OF EACH PORTION OF WORK REQUIRING SPECIAL INSPECTION MUST BE COMPLETED AND SUBMITTED TO THE BUILDING OFFICIAL AND TO THE ARCHITECT AND ENGINEER-OF RECORD. G.INSPECTIONS BY A SPECIAL INSPECTOR DOS NOT RELIEVE THE CONTRACTOR FROM ANY INSPECTIONS BY THE BUILDING OFFICIAL. CONCRETE ANCHORS 1.ANCHOR BOLTS, L-BOLTS, J-BOLTS, BARS, AND RODS SHALL CONFORM TO ASTM F 1554. THREADS MAY BE CUT INTO FULL SIZE BAR STOCK OR MAY BE ROLLED THREADS. WHEN GALVANIZING IS USED IT SHALL CONFORM TO ASTM A153. 2.SB AND SSTB ANCHOR BOLTS ARE SIMPSON STRONG-TIE COMPANY PRODUCTS (ICC ESR-2611/ LARR 25827). 3.SHOT-PINS SHALL BE HILTI COMPANY PRODUCTS (ICC ESR-2379/ LARR 25469). 4.CONCRETE SCREW ANCHORS (LARGE DIAMETER ANCHORS) SHALL BE TITEN HD, SIMPSON STRONG-TIE COMPANY PRODUCTS (ICC ESR-2713/ LARR 25741). WHEN NOTED ON CONSTRUCTION DOCUMENTS INSTALLATION SHALL BE INSPECTED BY A SPECIAL INSPECTOR IN ACCORDANCE WITH THE INSPECTION PROGRAM. 5.ADHESIVE ANCHORS (CHEMICAL ANCHORS) SHALL BE SET-XP EPOXY ADHESIVE, SIMPSON STRONG-TIE COMPANY PRODUCTS (ICC ESR-2508/ LARR 25744). WHEN NOTED ON CONSTRUCTION DOCUMENTS INSTALLATION SHALL BE INSPECTED BY A SPECIAL INSPECTOR IN ACCORDANCE WITH THE INSPECTION PROGRAM. 6.INSTALLATION OF THE LISTED PRODUCTS SHALL BE IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. ALTERNATIVES MAY BE USED ONLY WITH SPECIFIC APPROVAL OF THE STRUCTURAL ENGINEER, AND ONLY UPON SUBMITTAL OF A LISTING OF HARDWARE TO BE SUBSTITUTED. 7.INSTALLATION OF ADHESIVE ANCHORS SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR. THE INSPECTOR SHALL OBSERVE THE WORK OF THE CONTRACTOR DURING THE INSTALLATION OF THE ADHESIVE ANCHORS FOR CONFORMANCE WITH THE APPLICABLE ICC REPORT, THE MANUFACTURER'S RECOMMENDATIONS, AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE BUILDING CODE. INSPECTION OF WORK BY A SPECIAL INSPECTOR SHALL NOT RELIEVE THE CONTRACTOR OF ANY INSPECTIONS BY THE BUILDING OFFICIAL. SOILS INSPECTION 1.THE SOILS ENGINEER AND THE CONTRACTOR SHALL VERIFY THAT THE SOILS REPORT RECOMMENDATIONS THAT THE STRUCTURAL FOUNDATION DESIGN IS BASED ON IS FOLLOWED. THE OWNER OR CONTRACTOR SHALL ARRANGE FOR OBSERVATION OF THE WORK BY THE SOILS ENGINEER. 2.THE SOILS ENGINEER OR INDIVIDUAL / FIRM DESIGNATED BY THE SOILS ENGINEER SHALL INSPECT AND DOCUMENT IN ACCORDANCE WITH THE SOILS REPORT THE WORK OF THE CONTRACTOR PRIOR TO PLACEMENT OF REINFORCEMENT OR CONCRETE. AS A MINIMUM, ALONG WITH THE REQUIREMENTS OF THE SOILS ENGINEER OR BUILDING OFFICIAL, THE FOLLOWING PORTIONS OF WORK REQUIRE SOILS INSPECTION: A. EXCAVATIONS AND THE PLACEMENT OF FILL FOR BUILDING PAD CONSTRUCTION. B. EXCAVATIONS FOR FOOTING CONSTRUCTION. C. UTILITY TRENCHES ARE PROPERLY BACKFILLED AND COMPACTED. D.DRILLED PILE HOLES. E.PLACEMENT OF SUB-DRAIN PIPE OR WEEP HOLES. F.PLACEMENT OF GRAVEL AND BACK-FILL BEHIND RETAINING WALLS. 3.THE SOILS ENGINEER SHALL PROVIDE THE DOCUMENTED INSPECTION REPORTS TO BUILDING OFFICIAL PRIOR TO FOUNDATION INSPECTION AND TO THE ARCHITECT AND ENGINEER OF RECORD TO SHOW CONFORMANCE WITH THE SOILS REPORT RECOMMENDATIONS. STRUCTURAL OBSERVATION 1.THE STRUCTURAL ENGINEER-OF-RECORD OR HIS DESIGNEE SHALL PROVIDE PERIODIC VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT CONSTRUCTION STAGES, AT COMPLETION OF THE STRUCTURAL SYSTEM, AND UPON COMPLETION OF ANY ADJUSTMENTS TO THE WORK OCCASIONED BY THE STRUCTURAL OBSERVER'S VISITS. THE CONTRACTOR SHALL CALL TO SCHEDULE THE STRUCTURAL OBSERVER FOR VISITS THE PROJECT. THE CLIENT/OWNER OF THE PROJECT SHALL BE RESPONSIBLE FOR RETAINING AND REIMBURSING THE STRUCTURAL OBSERVER. ENGINEER-OF-RECORD KYLE MORRIS, P.E. TELEPHONE (949) 502-5323 STAGE REQUIRING OBSERVATION: A.BEFORE FOUNDATION POUR. B.UPON COMPLETION OF FRAMING AND PRIOR TO INSULATION DRYWALL, EXTERIOR MATERIALS, OR ROOFING. C.UPON COMPLETION OF ANY THE WORK REFERENCED BY THE STRUCTURAL OBSERVER'S VISITS. WORK TO BE OBSERVED: A.ELEMENTS OF THE WORK TO BE OBSERVED INCLUDE BUT ARE NOT NECESSARILY LIMITED TO: MATERIALS OF CONSTRUCTION, EXCAVATION CONFIGURATION, REINFORCEMENT, FASTENERS, HARDWARE, DETAILS OF CONSTRUCTION AND WORKMANSHIP. B.ELEMENTS OF THE WORK TO BE OBSERVED INCLUDE BUT ARE NOT NECESSARILY LIMITED TO: ISSUES PREVIOUSLY ADDRESSED BY THE STRUCTURAL OBSERVER IN PRIOR VISITS. 2.THE CONTRACTOR SHALL SCHEDULE A PRE-CONSTRUCTION MEETING IF APPLICABLE. THE MEETING SHALL INCLUDE THE STRUCTURAL OBSERVER, THE CONTRACTOR, APPROPRIATE SUBCONTRACTORS, SPECIAL INSPECTORS AND OTHER INTERESTED PARTIES. THE PURPOSE OF THE MEETING WILL BE TO IDENTIFY ALL AREAS REQUIRED FOR STRUCTURAL OBSERVATION AND SCHEDULING OF THE STRUCTURAL OBSERVATIONS 3.AT THE CONCLUSION OF THE WORK INCLUDED IN THE PERMIT, THE STRUCTURAL OBSERVER WILL SUBMIT TO THE BUILDING OFFICIAL A WRITTEN STATEMENT THAT THE SITE VISITS HAVE BEEN MADE AND OF HIS OBSERVATIONS AND SPECIFICS AS TO FINDINGS AND RECOMMENDATIONS. THE BUILDING OFFICIAL SHALL NOT BE CALLED FOR ANY INSPECTIONS UNTIL THE STRUCTURAL OBSERVATIONS OF THE REQUIRED PORTIONS OF WORK HAVE BEEN COMPLETED AND THE STATEMENT HAS BEEN ISSUED. 4.STRUCTURAL OBSERVATION DOES NOT WAIVE THE RESPONSIBILITY OF THE CONTRACTOR FROM OBTAINING OTHER REQUIRED INSPECTIONS. WORK MUST NOT BE COVERED UNTIL EACH PARTY IS ABLE TO MAKE INSPECTIONS OR OBSERVATIONS. 5.STRUCTURAL OBSERVATIONS IS MADE ONLY TO ASSIST THE CONTRACTOR IN COMPLYING WITH THE INTENT OF THE CONSTRUCTION DOCUMENTS AND AS NECESSARY TO PROVIDE THE STRUCTURAL ENGINEER-OF-RECORD AN OPPORTUNITY TO MAKE A DETERMINATION IN HIS PROFESSIONAL OPINION THAT THE WORK OBSERVED WAS CONSTRUCTED IN GENERAL CONFORMANCE WITH THE INTENT OF THE STRUCTURAL CONSTRUCTION DOCUMENTS. OBSERVATION OF THE WORK IS IN GENERAL CONFORMANCE WITH THE INTENT OF THE CONSTRUCTION DOCUMENTS DOES NOT CONSTITUTE A WARRANTEE; EITHER EXPRESSED OR IMPLIED THAT THE WORK IS IN FACT IN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS OR THE BUILDING CODE. OBSERVATIONS OF THE WORK DO NOT RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITY FOR THE QUALITY OF THE WORK AND FOR ADHERING TO THE CONSTRUCTION DOCUMENTS AND THE REQUIREMENTS OF THE BUILDING CODE. STRUCTURAL DESIGN CRITERIA: STRUCTURAL DESIGNS ARE BASED ON THE 2019 CALIFORNIA BUILDING CODE PER THE FOLLOWING DESIGN LOADS AND PROCEDURES: 1.WIND DESIGN DATA: BASIC WIND SPEED (3 SECOND GUST) 96 MILES PER HOUR RISK OCCUPANCY CATEGORY II WIND EXPOSURE C BUILDING CATEGORY ENCLOSED BUILDING COMPONENT AND CLADDING 2.EARTHQUAKE DESIGN DATA: SEISMIC IMPORTANCE FACTOR____________________________1.00 RISK OCCUPANCY CATEGORY II MAPPED SPECTRAL RESPONSE ACCELERATIONS Ss = 1.15 , S1 = 0.41 SITE CLASS D SPECTRAL RESPONSE COEFFICIENTS SDS = 0.8 SD1 = 0.5 CONCRETE 1.ALL FINE AND COARSE AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL COMPLY WITH ASTM C33. THE SHRINKAGE SHALL BE PER ASTM C-157 WITH AVERAGE DRYING SHRINKAGE OF LESS THAN 0.05% AT 28 DAYS. 2.PROVIDE TYPE II OR V PORTLAND CEMENT CONFORMING TO ASTM C-150. 3.PROVIDE NORMAL WEIGHT CONCRETE ATTAINING A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS: A. ALL SLAB-ON-GRADE 2500 PSI B . ALL CONTINUOUS FOOTINGS AND PADS 2500 PSI 4.ALL CONCRETE SHALL HAVE A MAXIMUM SLUMP OF 4", EXCEPT THAT THE SLUMP MAY BE INCREASED BY 1" WHEN HAND CONSOLIDATED. ALL CONCRETE SHALL HAVE A MAXIMUM WATER CEMENT RATIO OF 0.62. 5.THE FOLLOWING SHALL BE ADDITIONAL REQUIREMENTS FOR CONCRETE EXPOSED TO SULFATES FOR SLAB-ON-GRADES AND FOUNDATIONS: NOTE: A.A LOWER WATER-CEMENTITIOUS MATERIAL RATIO OR HIGHER STRENGTH CONCRETE MAY BE REQUIRED FOR LOW PERMEABILITY OR FOR PROTECTION AGAINST CORROSION OF EMBEDMENT ITEMS OR FREEZING AND THAWING. B. WATER SHALL BE CLEAN, FREE OF DELETERIOUS AMOUNT OF ACIDS, ALKALIS, OR ORGANIC MATERIALS. 6.FLY ASH OR POZZOLANS, IF USED, SHALL CONFORM WITH ASTM C 618, CLASS F. USAGE SHALL NOT EXCEED 25 PERCENT, BY WEIGHT OF THE TOTAL OF THE CEMENTITIOUS MATERIALS. POZZOLANS THAT ARE USED SHALL HAVE BEEN DETERMINED BY TEST OR SERVICE RECORD TO IMPROVE SULFATE RESISTANCE WHEN USED IN CONCRETE CONTAINING TYPE V CEMENT. POZZOLAN USAGE SHALL NOT BE LESS THAN 15 PERCENT, BY WEIGHT, OF THE TOTAL CEMENTITIOUS MATERIALS. 7.READY MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C-94-81. 8.MAINTAIN CONCRETE ABOVE 50 DEGREES FAHRENHEIT AND IN A MOIST CONDITION FOR A MINIMUM OF 7 DAYS AFTER PLACEMENT. 9.DO NOT USE CONCRETE OR GROUT CONTAINING CHLORIDES. 10.EXCEPT FOR WHERE COLD JOINTS ARE NOTED ON PLANS, CONCRETE SHALL BE POURED MONOLITHICALLY. WHEN PLACEMENT CONSISTS OF MULTIPLE BATCHES OR TRUCK DELIVERY'S, THE WORK SHALL BE SCHEDULED SO THAT EACH BATCH IS PLACED WHILE THE PRECEDING ONE IS STILL PLASTIC. IF THE PRECEDING BATCH PLACEMENT HAS JUST STIFFENED BEYOND THE POINT WHERE IT CAN BE PENETRATED BY VIBRATION, BOND MAY BE ACHIEVED BY THOROUGHLY AND SYSTEMATICALLY VIBRATING THE SUBSEQUENT BATCH INTO CONTACT WITH THE PROCEEDING BATCH. 11.WHERE NEW CONCRETE IS PLACED AGAINST EXISTING (2-POUR) OR WHERE A MASONRY WALL INTERSECTS CONCRETE, ROUGHEN CONCRETE SURFACE TO A FULL AMPLITUDE OF 1/16". 12.ALL CONCRETE WITH A 28 DAY STRENGTH GREATER THAN 2500 PSI SHALL HAVE SPECIAL INSPECTION PER THE INSPECTION PROGRAM UNLESS NOTED OTHERWISE. COMPRESSIVE STRENGTH TEST REPORTS SHALL BE SUBMITTED TO THE ENGINEER WHEN SPECIAL INSPECTION IS REQUIRED. THE FOLLOWING ARE THE REQUIREMENTS OF THE SPECIAL INSPECTOR: A.HE SHALL VERIFY THE TAKING OF TEST SAMPLES. B.HE SHALL VERIFY SLUMP. C.HE SHALL VERIFY THE VARIOUS TYPES AND CLASSES OF CONCRETE USED. HE SHALL VERIFY LOAD TICKETS. D.HE SHALL VERIFY THAT CONSTRUCTION DETAILS, PROCEDURES, AND WORKMANSHIP ARE IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS AND BUILDING CODE. E.HE SHALL VERIFY THAT PROPER CURING PROCEDURES ARE IMPLEMENTED. 13.TESTING OF CONCRETE: A.TESTS NEED NOT BE MADE AS NOTED ABOVE PROVIDED THE TOTAL QUANTITY OF CONCRETE PLACED IS LESS THAN FIFTY (50) CU. YD. IN PLACE OF THE TESTS, A LETTER OF CERTIFICATION SHALL BE FURNISHED BY THE MATERIAL SUPPLIER TO THE BUILDING OFFICIAL, ARCHITECT AND STRUCTURAL ENGINEER PRIOR TO DELIVERY OF THE MATERIALS TO THE JOB SITE. THE LETTER SHALL ASSURE THAT THE CONCRETE WILL HAVE THE STRENGTH SPECIFIED. B.TESTS SHALL BE MADE WHEN TESTING IS NOTED ABOVE OR WHERE THE TOTAL QUANTITY OF CONCRETE PLACED IS GREATER THAN FIFTY (50) CU. YD. CONCRETE TEST CYLINDERS SHALL BE TAKEN AND TESTED IN ACCORDANCE WITH ASTM C 31, & ASTM C 39. A CYLINDER SET IS A SET OF TWO (2) CYLINDERS FROM EACH BATCH OF CONCRETE SAMPLED. CYLINDER SETS SHALL BE SAMPLED AT A RATE OF NOT LESS THAN ONE (1) SET PER CLASS OF CONCRETE PLACED PER DAY, NOR LESS THAN ONE SET PER 150 CU. YD. PLACED, NOR LESS THAN ONE SET PER 5000 SQ. FT. OF SLAB OR WALL AREA. FURTHER NO LESS THAN FIVE (5) CYLINDERS SETS SHALL BE MADE OF EACH CLASS OF CONCRETE OR SHOULD THE TOTAL NUMBER OF BATCHES FOR A GIVEN CLASS OF CONCRETE BE LESS THAN FIVE (5), ONE (1) CYLINDER SET SHALL BE MADE FOR EACH BATCH PLACED. TEST RESULTS SHALL BE FURNISHED TO THE BUILDING OFFICIAL, ARCHITECT, AND STRUCTURAL ENGINEER. TEST RESULTS SHALL ASSURE THAT THE CONCRETE CYLINDERS ACHIEVE A MINIMUM STRENGTH SPECIFIED. 0.45 0.45 0.50 -- OVER 2.00 0.20 - 2.00 0.10 - 0.20 0.00 - 0.10 SEVERE VERY SEVERE MODERATE NEGLIGIBLE EXPOSURE SULFATE -- II or V V W/ POZZOLAN V CEMENT TYPE MIN. STRENGTH 28 DAY 4000 PSI 4500 PSI 4500 PSI WATER-SOLUBLE SULFATE S04 IN SOIL, PERCENTAGE BY WEIGHT -- MAX WATER- CEMENTITIOUS MATERIAL RATIO BY WEIGHT CONCRETE MASONRY UNITS 1.MATERIALS USED IN THE CONSTRUCTION OF CONCRETE MASONRY UNIT WALLS SHALL BE PER THE FOLLOWING STANDARDS: A.CONCRETE MASONRY UNITS (NORMAL WEIGHT)ASTM C 90. B.AGGREGATES FOR MORTAR ASTM C 144. C.AGGREGATES FOR GROUT ASTM C 404. D.MASONRY CEMENT ASTM C 91a. E.MORTAR CEMENT ASTM C 1329. F.PORTLAND CEMENT ASTM C 150. G.HYDRATED LIME ASTM C 207. 2.WATER SHALL BE CLEAN, FREE FROM DELETERIOUS AMOUNTS OF ACIDS, ALKALIE, AND ORGANIC MATERIALS. 3.CONCRETE MASONRY ASSEMBLAGES NOTED ON THE PLANS AS NOT REQUIRING SPECIAL INSPECTION SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE FOLLOWING: A. CONCRETE BLOCK SHALL BE CERTIFIED. A LETTER OF CERTIFICATION SHALL BE FURNISHED BY THE MATERIAL SUPPLIER TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD PRIOR TO DELIVERY OF THE MATERIALS TO THE JOB SITE. THE LETTER SHALL ASSURE THAT THE MATERIALS CONFORM TO ASTM C 90. B. MORTAR SHALL BE TYPE S AND HAVE BEEN MIXED IN ACCORDANCE WITH THE IBC TABLE 2103.7(1). THE MORTAR MIX SHALL ACHIEVE A 28 DAY STRENGTH OF 1800 PSI. C. GROUT SHALL BE MIXED IN ACCORDANCE TO IBC TABLE 2103.10 AND SHALL CONFORM TO ASTM C 476. THE GROUT MIX SHALL ACHIEVE A 28 DAY STRENGTH OF 2000 PSI. A LETTER OF CERTIFICATION SHALL BE FURNISHED BY THE MATERIAL SUPPLIER TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD PRIOR TO DELIVERY OF THE MATERIALS TO THE JOB SITE. D. CONSTRUCTION OF CONCRETE MASONRY WALLS NEED NOT BE INSPECTED BY A SPECIAL INSPECTOR. 4. CONCRETE MASONRY ASSEMBLAGES NOTED ON THE PLANS AS REQUIRING SPECIAL INSPECTION SHALL BE CONSTRUCTED IN CONFORMANCE WITH THE FOLLOWING: A. CONCRETE BLOCK SHALL BE TESTED. TESTS OF THE BLOCKS SHALL BE MADE IN CONFORMANCE TO ASTM C 140. TESTS SHALL BE MADE OF THE BLOCKS PRIOR TO THE START OF CONSTRUCTION AND DURING THE COARSE OF CONSTRUCTION AT THE RATE OF ONE TEST PER 5000 SQ. FT. OF WALL. TEST RESULTS SHALL BE FURNISHED TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD. A MINIMUM NET COMPRESSIVE STRENGTH OF 1900 PSI SHALL BE SHOWN TO HAVE BEEN ACHIEVED. B. MORTAR SHALL BE TYPE S AND HAVE BEEN MIXED IN ACCORDANCE WITH THE IBC TABLE 2103.7(1). THE MORTAR MIX SHALL ACHIEVE A 28 DAY STRENGTH OF 1800 PSI. C. GROUT SHALL BE MIXED IN ACCORDANCE TO IBC TABLE 2103.10 AND SHALL BE PER ASTM C 476. THE GROUT MIX SHALL ACHIEVE A 28 DAY STRENGTH OF 2000 PSI. TESTS OF THE GROUT SHALL BE PER ASTM C 1019. TESTS SHALL BE MADE OF THE GROUT DURING THE COARSE OF CONSTRUCTION AT THE RATE OF ONE TEST PER 5000 SQ. FT. OF WALL. TEST RESULTS SHALL BE FURNISHED TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD PRIOR TO DELIVERY OF THE MATERIALS TO THE JOB SITE. D. CONSTRUCTION OF CONCRETE MASONRY WALLS SHALL BE INSPECTED BY A SPECIAL INSPECTOR. 5.FABRICATION AND PLACEMENT OF REINFORCING STEEL STEEL, EMBEDDED ANCHORS, AND HARDWARE SHALL BE PERIODICALLY INSPECTED BY A SPECIAL INSPECTOR WHEN PLACEMENT OF THE CONCRETE MASONRY ASSEMBLAGES IS REQUIRED TO BE INSPECTED BY A SPECIAL INSPECTOR. THE FOLLOWING ARE THE REQUIREMENTS OF THE SPECIAL INSPECTOR TO VERIFY: A.THE MILL CERTIFICATE. B.THE MATERIALS USED ARE PROPERLY STORED AND PREPARED FOR USE. C.THE CONSTRUCTION DETAILS, PROCEDURES, AND WORKMANSHIP ARE PER THE PLANS AND THE BUILDING CODE. D.THE REINFORCEMENT BAR GRADES, SIZE, PLACEMENT, AND SPLICES. A CERTIFICATE OF INSPECTION SHALL BE PROVIDED BY THE SPECIAL INSPECTOR TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD. 6.PLACEMENT OF CONCRETE MASONRY ASSEMBLAGES SHALL BE CONTINUOUSLY INSPECTED BY A SPECIAL INSPECTOR WHEN SPECIAL INSPECTIO IS NOTED AS BEING REQUIRED. THE INSPECTOR SHALL BE PRESENT DURING PREPARATION AND TAKING OF ANY PRISMS OR TEST SPECIMENS, AT THE START OF LAYING UNITS EACH DAY, AFTER THE PLACEMENT OF REINFORCING STEEL TO INSPECT THE GROUT SPACE PRIOR TO EACH GROUTING OPERATIONS. HE NEED NOT BE PRESENT DURING THE ENTIRE LAYING OPERATION PROVIDED HE IS PRESENT AT THE ONSET OF EACH DAYS WORK. THE FOLLOWING ARE THE REQUIREMENTS OF THE SPECIAL INSPECTOR TO VERIFY: A.THE TAKING OF TEST SAMPLES. B.THE MATERIALS USED ARE PROPERLY STORED AND PREPARED FOR USE. C.THE CONCRETE MASONRY UNITS ARE IN PER THE PLANS AND THE BUILDING CODE. D.THE MORTAR IS PROPERLY PREPARED AND PLACED PER THE PLANS AND THE BUILDING CODE. E.THE GROUT USED AND PLACED IS PER THE PLANS AND THE BUILDING CODE. HE SHALL VERIFY LOAD TICKETS FOR TRANSIT MIXED GROUTS. F.THE CONSTRUCTION DETAILS, PROCEDURES, AND WORKMANSHIP ARE PER THE PLANS AND THE BUILDING CODE. A CERTIFICATE OF INSPECTION SHALL BE PROVIDED BY THE SPECIAL INSPECTOR TO THE BUILDING OFFICIAL, ARCHITECT, AND ENGINEER-OF-RECORD. 7.CELLS SHALL BE IN VERTICAL ALIGNMENT TO PROVIDE A MINIMUM UNOBSTRUCTED CORE OF 3"X3". DOWELS FROM FOOTINGS SHALL BE SET TO ALIGN WITH CORES CONTAINING REINFORCING. 8.ALL CELLS CONTAINING REINFORCING, ANCHORS OR INSERTS SHALL BE FILLED SOLID WITH GROUT. OTHER CELLS SHALL BE FILLED WITH GROUT WHEN NOTED ON THE PLANS. UN-GROUTED CELLS SHALL BE BLOCKED WITH A GROUT STOP FABRIC TO PREVENT THEM FROM BEING INADVERTENTLY GROUTED. 9.CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED AT EACH LIFT OR POUR OF GROUT WHERE SUCH LIFT OR POUR IS IN EXCESS OF 5 FEET IN HEIGHT. OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED FROM INSIDE OF CELL WALLS. CLEAN OUTS SHALL BE SEALED AFTER INSPECTION, BEFORE GROUTING. 10.HOLD VERTICAL REINFORCING IN POSITION AT TOP AND BOTTOM AND AT INTERVALS NOT EXCEEDING 200 BAR DIAMETERS IN MASONRY WALLS. 11.ALL ANCHOR BOLTS AND INSERTS SHALL BE SECURED IN PLACE PRIOR TO PLACEMENT OF CONCRETE OR GROUT. SITE WORK AND FOUNDATIONS 1.THE FOUNDATION DESIGNS ARE BASED ON THE FOLLOWING SOILS REPORT: PER:ADVANCED GEOTECHNICAL SOLUTIONS, INC. PROJECT NUMBER:2107-12-B-4 DATE:MARCH 16, 2022 2.THE FOUNDATION DESIGN IS BASED ON AN ALLOWABLE SOIL BEARING CAPACITY OF 2000 PSF. 3.THE SOILS REPORT AND ITS RECOMMENDATIONS SHALL BE COMPLIED WITH. PERFORM ALL SITE AND PAD PREPARATION, COMPACTION, EXCAVATION, FILL PLACEMENT, SLAB BASE PREPARATION, ETC. IN ACCORDANCE WITH THE SOILS REPORT. ALL FILL PLACEMENT SHALL BE WITH NON-EXPANSIVE SOIL PER THE SOILS REPORT RECOMMENDATIONS. 4.THE BOTTOMS OF FOOTING EXCAVATIONS SHALL BE CLEAN, LEVEL, AND FREE OF LOOSE MATERIAL OR WATER WHEN CONCRETE IS PLACED. OVER EXCAVATION FOR THE FOOTINGS SHALL BE FILLED WITH CONCRETE. BACK FILL SHALL NOT BE PLACED UNTIL SUPPORTING FOUNDATIONS, WALLS, AND SLAB HAVE ATTAINED SUFFICIENT STRENGTH TO SUPPORT LATERAL SOIL PRESSURES. 5.THE SOIL UNDER FOOTINGS AND SLABS SHALL BE NEAR OPTIMUM MOISTURE CONTENT OR PRESATURATED PER THE SOILS REPORT RECOMMENDATIONS PRIOR TO CONCRETE PLACEMENT AND SHALL BE VERIFIED BY THE SOILS ENGINEER IN WRITING. BACK FILL IN CONTACT WITH FOUNDATIONS SHALL BE PLACED AS QUICK AS POSSIBLE. EXCAVATIONS AROUND THE BUILDING SHALL BE KEPT DRY AND STANDING WATER SHALL BE PUMPED OUT PRIOR TO PLACING BACK FILL. 6.THERE SHALL NOT BE ANY UTILITY TRENCHES WHICH EXTEND DEEPER THAN A 45 DEGREE LINE PROJECTED DOWN AND AWAY FROM THE BOTTOM OUTSIDE CORNER OF ANY FOOTING OF THE BUILDING FOUNDATION. THERE SHALL NOT BE ANY PIPES OR CONDUITS PLACED UNDER CONTINUOUS OR ISOLATED SPREAD FOOTINGS UNLESS DETAILED OR APPROVED BY THE ARCHITECT, ENGINEER OF RECORD, AND THE BUILDING OFFICIAL. 7.ALL SURFACE WATER MUST DRAIN AWAY FROM SLAB AND NO PONDING SHALL BE ALLOWED NEXT TO FOUNDATION. REFER TO CIVIL AND ARCHITECTURAL PLANS FOR DRAINAGE REQUIREMENTS. 8.VAPOR BARRIER (RETARDER) SHALL BE HIGH-DENSITY POLYETHYLENE PLASTIC FILM AND SHALL CONFORM TO ASTM E 1745, "WATER VAPOR RETARDERS USED IN CONTACT WITH SOIL OR GRANULAR FILL UNDER CONCRETE SLABS." 9.ALL HOLD DOWNS, ANCHORS BOLTS, AND POST BASES SHALL BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. 10.WORKMANSHIP DURING THE PLACING AND FINISHING OPERATIONS AND PROTECTION DURING THE CURING OF THE FOUNDATIONS SHALL BE SUCH THAT THE RESULTING CURED CONCRETE SHALL BE FREE OF SIGNIFICANT CRACKS OR SIGNIFICANT VERTICAL DISPLACEMENT. 1401 DOVE STREET, SUITE 520 NEWPORT BEACH, CA 92660 PH: (949) 502-5323 20 Update based on final geotechnical report SEE UPDATED DRAWINGS FOR REVISED NOTES. SEE UPDATED CALCULATIONS. SEE UPDATED PLANS. BAR SIZE CONCRETE LAP LENGTH MASONRY LAP LENGTH #4 #5 #6 #7 #8 19" 29" 41" 54" 74" 21" 39" 47" 68" 78" STANDARD HOOKS 90° BEND 180° BEND STIRRUP AND TIE HOOKS BAR SIZE MIN. DIAMETER (D) NO. 3 THROUGH NO. 8 6d 8d 10d D 4d OR 2-1/2" MIN D D D 12d 45° BEND NO. 14 AND NO. 18 NO. 9, NO. 10, AND NO. 11 90° BEND D 6d AT NO. 5 AND SMALLER 12d AT NO. 6, 7, AND 8 135° BEND D 6d AT NO. 8 AND SMALLER "d " "d" "d" "d " LAP LENGTH 1" C L R . 6 1 TYP. LAP SPLICE CONCRETE EMBEDMENT WITH HOOKSTRAIGHT BAR 12" 13" 16" 18" 21" 12" 18" 24" 33" 43" FOOTING DEPTH PER SCHEDULE "A" HEIGHT OF STEP H = 2'-0" MAX. MATCH FT'G DEPTH 18" MIN. 2 TIMES "H" MIN. 1BAR BENDS 2STEP FOOTING5RETAIN 2'-0"- 3.5' CMU7OPP RETAIN 2'-0" - 3.5' CMU 12" F.G. 6" F.G. 2'-0" MAX. 3.5' MAX. 3'-0" 4'-0" 3" CLR EQ.EQ. GLASS FENCE & ATTACH- MENT BY OTHERS 6" CMU WITH #4 VERT. BARS AT 8" O.C. SOLID GROUT #4 HORIZ. AT 24" O.C. WATER PROOFING BY OTHERS PERFORATED PIPE DRAIN W/ GRAVEL IS REQ'D SEE CIVIL DWG'S #4 BARS AT 8" O.C. EA. WAY #4 BAR WETSET FIRST COURSE F.G. 2'-0" MAX. 3.5' MAX. 4'-0" EQ.EQ. GLASS FENCE & ATTACH- MENT BY OTHERS 6" CMU WITH #4 VERT. BARS AT 8" O.C. SOLID GROUT #4 HORIZ. AT 24" O.C. WETSET FIRST COURSE12" 12" 6" MIN. F.G. 12" #4 BAR AT 8" O.C. #4 CONT. 3" CLR 4'-0" WATER PROOFING BY OTHERS PERFORATED PIPE DRAIN W/ GRAVEL IS REQ'D SEE CIVIL DWG'S #4 BAR AT 8" O.C. EA. WAY (2) #4 AT TOP OF WALL (2) #4 AT TOP OF WALL HOOK BAR AT INTERSECTIONS HOOK BAR AT ENDS AT ENDS HOOK BAR INTERSECTIONS HOOK BAR AT CORNER, SINGLE BAR INTERSECTION, SINGLE BAR CORNER, DOUBLE BAR INTERSECTION, DOUBLE BAR REINF. PER PLAN HOOK BARS TO FAR SIDE OF FOOTING REINF. PER PLAN HOOK BARS TO FAR SIDE OF FOOTING CONT. CONC. FTG. OR WALL CONT. CONC. FTG. OR WALL FOOTING 2 1 2 1 IMAGINARY POINT OF REFERENCE (1'-0" ABOVE) BOTTOM OF EXCAVATION CONTRACTOR SHALL BE RESPONSIBLE FOR MAINTAINING THE SIDE OF ALL TRENCHES AND EXCAVATIONS FROM CAVING IN UNTIL ALL BACKFILLING IS COMPLETE. BACKFILL AS REQ'D BY SOILS REPORT OR CIVIL ENGINEER'S DRAWINGS. MAINTAIN SOIL AT SIDE OF FOOTING BOTTOM OF TRENCH OR EXCAVATION SHALL NOT EXTEND BELOW THIS LINE WHERE UTILITIES PASS BELOW PERIMETER FOUNDATION BACK FILL WITH NATIVE SOIL OR CONCRETE FROM FOUNDATION POUR TRENCHING FOUNDATION SLOPING GRADE POINT OF DAYLIGHT IMAGINARY POINT OF REFERENCE (1'-0" ABOVE BOTTOM OF EXCAVATION) FOOTING SETBACK TO SLOPE CAUTION: NOTE: CONTRACTOR RESPONSIBLE FOR PREVENTING TRENCH FROM CAVING IN. 10'-0" MIN. 3FOOTING INTERSECTION 4GRADING 6RETAIN 2'-0"- 6' CMU8OPP RETAIN 4'-0" - 5' CMU 12" F.G. 6" F.G. 2'-0" MAX. 6'-0" MAX. 3'-6" 4'-0" 3" CLR EQ.EQ. GLASS FENCE & ATTACH- MENT BY OTHERS 6" CMU WITH #4 VERT. BARS AT 8" O.C. SOLID GROUT #4 HORIZ. AT 24" O.C. WATER PROOFING BY OTHERS PERFORATED PIPE DRAIN W/ GRAVEL IS REQ'D SEE CIVIL DWG'S #4 BARS AT 8" O.C. EA. WAY #4 BAR WETSET FIRST COURSE GLASS FENCE & ATTACH- MENT BY OTHERS 12" 12" 6" MIN. F.G. 12" 6'-0" 4'-0" MAX. 5'-0" MAX. 4'-0" 6" CMU WITH #4 VERT. BARS AT 8" O.C. #4 HORIZ. AT 24" O.C. (2) #4 BAR AT TOP EQ.EQ. F.G. 6" CMU WITH #5 VERT. BARS AT 16" O.C. SOLID GROUT WATER PROOFING BY OTHERS PERFORATED PIPE DRAIN W/ GRAVEL IS REQ'D SEE CIVIL DWG'S WETSET FIRST COURSE #5 BAR AT 16" O.C. EA. WAY #4 BAR AT 8" O.C. #4 CONT. 3" CLR (2) #4 AT TOP OF WALL (2) #4 BAR AT TOP OF 8" BLOCK 21 1401 DOVE STREET, SUITE 520 NEWPORT BEACH, CA 92660 PH: (949) 502-5323 Verify dimensions, earth soil above heel is shown as 2'-0" in calculations. 2' - 0 " M A X . Revise to 8" thickness as shown in calculations Verify, drainage should be consistent with geotechnical report. MICHAEL BAKER INTERNATIONAL SHOP DRAWING REVIEW Proj No Shop Dwg. No139000 Ocean Condominiums 4th Date By10/05/2020 ARL/CS MAKE CORRECTIONS NOTEDREVISE AND RESUBMITREVISE AND RESUBMIT REJECTED Review is only for general conformance with the design concept of the project and general compliance with the information included in this Contract Document(s). Any action shown is subject to the requirements of the drawings and speciﬁcatons. Contractor is responsible for: construction, coordination of his/her work with that of other trades, and performing the work in a safe and satisfactory manner. NO EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM 161440 10/16/2023 ARL/CS FPC Residential Struc Review #1 4 Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Code References Calculations per IBC 2021 1807.3, ASCE 7-16 2.00 10.00 0.00 6.00 2,000.0 40.0 0.0 250.0 Criteria Soil Data Retained Height =ft Wall height above soil =ft Active Heel Pressure =psf/ftSlope Behind Wall Height of Soil over Toe in Water table above =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 110.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =12.00 in Equivalent Fluid Pressure Method bottom of footing Surcharge Loads Adjacent Footing Load Load Type 0.0 Lateral Load =0.0#/ft 0.0 0.0 0.00.0 Axial Load Applied to Stem Wall to Ftg CL Dist =0.00 ft Wind on Exposed Stem psf20.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Spread Footing Surcharge Over Toe psf Footing Width =0.00 ft...Height to Top =0.00 ft Eccentricity =0.00 in...Height to Bottom =0.00 ft Used To Resist Sliding & Overturning Used for Sliding & Overturning ==0.0 ft Axial Live Load = Base Above/Below Soil lbs = Axial Load Eccentricity ==Poisson's Ratio 0.300 at Back of Wall in (Strength Level) Wind (W)= THIS HAS BEEN VERIFIED WITH THE GEOTECHNICAL ENGINEER AND AS IS LISTED IN THE SOILS REPORT. Verify use of 0.350 with project geotechnical engineer Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Design Summary Wall Stability RatiosOverturning =1.96 Global Stability =3.37 OK Sliding =1.90 OK Total Bearing Load =1,185 lbs ...resultant ecc.=9.87 in Eccentricity outside middle thirdSoil Pressure @ Toe =852 psf OK Soil Pressure @ Heel =0 psf OK Allowable =2,000 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,193 psf ACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =1.9 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =300.0 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 414.8 156.3 == 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Stem Construction 2nd Bottom Ratio > 1.0 Shear.....Actual Design Height Above Ftg =8.00ft 0.00 Wall Material Above "Ht"=Fence Masonry Thickness =6.00 Rebar Size =#4 Rebar Spacing =8.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =1.180 Total Force @ Section =48.0 200.0lbs Moment....Actual =96.0 893.3ft-# Moment.....Allowable =756.8ft-# =3.0psi Shear.....Allowable =44.1 Wall Weight =0.0psf Rebar Depth 'd'=in 2.81 Masonry Data f'm =1,500psiFs=psi 20,000Solid Grouting =Yes Modular Ratio 'n'=21.48 Equiv. Solid Thick.=5.63 Concrete Dataf'c =psi Fy = Masonry Design Method ASD= Load Factors Building Code Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi Service Level =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD SD SDSD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=67.50in2 SEE UPDATED CALCULATIONS AND DETAIL. THIS HAS BEEN VERIFIED WITH THE GEOTECHNICAL ENGINEER AND IS ACCEPTABLE TO USE 100%. Revise reinforcing in stem, ratio exceeds 1.0 Verify use of passive and friction for sliding check with project geotechnical engineer Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: 0.00 3.50 12.00 Footing Torsion, Tu = = ft-lbs0.00 Min. As % Footing Allow. Torsion, phi Tu 0.0018 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 0.00 ft Footing Thickness =in 3.50= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00pcfFooting Concrete DensityFy =40,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:Flush toe condition. No reinforcing required. #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 in =None Spec'd = = = = = 1,193 0 0 0 0.00 0.00 Heel: 0 849 2,165 1,316 1.89 75.00 HeelToe psf ft-# ft-# ft-# psi psi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.91 0.26 #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in in2 in2 /ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in supplemental design for footing torsion. phiMn 8,563= OKOK Flush toe condition. No reinforcing required. OK - Flush THIS WAS KEPT AT 40 ksi AS A WORST CASE IN CASE #4 BARS ARE USED. Verify, fy should be taken as 60 ksi Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel =Surcharge over Heel = Surcharge Over Heel = = Adjacent Footing Load =Adjacent Footing Load Axial Dead Load on Stem = =* Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Surcharge Over Toe Load @ Stem Above Soil = 120.0 8.00 960.0 = = = = = Stem Weight(s) =Earth @ Stem Transitions =Footing Weight = 525.0 1.75 918.8 Key Weight = Added Lateral Load lbs =1,140.0 Vert. Component Total = 1,185.0 2,238.8 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =300.0 O.T.M. = Resisting/Overturning Ratio =1.96 Vertical Loads used for Soil Pressure =1,185.0 lbs 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 (ab. water tbl) Soil Over HL (bel. water tbl) 660.0 2.00 2.00 1,320.0 1,320.0 Water Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 180.0 1.00 180.0 Hydrostatic Force 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)0.081 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. Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Calculated Rebar Stress, fs = 14981.68 psi Lap Splice length for #4 bar specified in this stem design segment (25.4.2.4a) =20.00 in Development length for #4 bar specified in this stem design segment =14.98 in Hooked embedment length into footing for #4 bar specified in this stem design segment =3.94 in As Provided =0.3000 in2/ft As Required =0.2172 in2/ft Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Cantilevered Retaining Wall LIC# : KW-06015694, Build:20.23.08.30 MOR ENGINEERS (c) ENERCALC INC 1983-2023 DESCRIPTION:Retain 2' Prop Side 6.0' 6" Wall Project File: Retain.ec6 Project Title:Engineer:Project ID:Project Descr: Provide calculation for utilizing 20 psf of wind pressure ADVANCED GEOTECHNICAL SOLUTIONS, INC. 485 Corporate Drive, Suite B Escondido, California 92029 Telephone: (619) 867-0487 Fax: (714) 409-3287 ORANGE AND L.A. COUNTIES INLAND EMPIRE SAN DIEGO AND IMPERIAL COUNTIES (714) 786-5661 (619) 867-0487 (619) 867-0487 H.G. Fenton Company March 16, 2022 7577 Mission Valley Road P/W 2107-12 San Diego, California 92108 Report No. 2107-12-B-4 Attention: Ryley Webb Subject: Preliminary Geotechnical Investigation and Infiltration Study, Proposed Multi-Family Residential Development, 7200-7294 Ponto Drive, Carlsbad, California References: Appendix A Gentlepersons: Pursuant to your request, Advanced Geotechnical Solutions, Inc. (AGS) has prepared this preliminary geotechnical investigation and infiltration study for the proposed multi-family residential development located on 7200-7294 Ponto Drive in the City of Carlsbad, California. In this report, AGS presents the results of our geotechnical investigation, and we discuss geologic/geotechnical issues associated with grading and development of the proposed project. AGS appreciates the opportunity to provide you with geotechnical consulting services on this project. If you have questions concerning this report, please do not hesitate to contact the undersigned at (619) 867- 0487. Respectfully Submitted, Advanced Geotechnical Solutions, Inc. Prepared by: __________________________ ANDRES BERNAL RCE 62366/GE 2715, Reg. Exp. 9-30-23 Reviewed by: ___________________________ _____________________________ JOHN J. DONOVAN PAUL J. DERISI RCE 65051/GE 2790, Reg. Exp. 6-30-23 CEG 2536, Reg. Exp. 5-31-23 Distribution: (1) Addressee (electronic copy) -PROVIDE FINAL REPORT -PROVIDE VALUE FOR FOOTING/SOIL FRICTION. CONFIRM USE OF 100% COMBINED PASSIVE AND FRICTION FOR SLIDING CHECK MICHAEL BAKER INTERNATIONALSHOP DRAWING REVIEW Proj No Shop Dwg. No139000 Ocean Condominiums 4th Date By10/05/2020 ARL/CS MAKE CORRECTIONS NOTEDREVISE AND RESUBMITREVISE AND RESUBMITREJECTED Review is only for general conformance with the design concept of the project and general compliance with the information included in this Contract Document(s). Any action shown is subject to the requirements of the drawings and speciﬁcatons. Contractor is responsible for: construction, coordination of his/her work with that of other trades, and performing the work in a safe and satisfactory manner. NO EXCEPTIONS TAKEN SUBMIT SPECIFIED ITEM 161440 10/16/2023 ARL/CS FPC Residential Struc Review #1 4 March 16, 2022 Page 15 P/W 2107-12 Report No. 2107-12-B-4 ADVANCED GEOTECHNICAL SOLUTIONS, INC. The seismic load can be modeled as a thrust load applied at a point 0.4H above the base of the wall, where H is equal to the height of the wall. The seismic load (in pounds per lineal foot of wall) may be calculated as follows: Pe = ⅜ *γ*H2 *kh where: Pe = Seismic thrust load H = Height of the wall (feet) γ = soil unit weight = 125 pounds per cubic foot (pcf) kh = seismic pseudostatic coefficient = 0.5 * PGAM (PGAM see Table 4.5.3) 6.6.6. Retaining Wall Backfill and Drainage Retaining walls should be waterproofed and adequately drained in order to limit hydrostatic buildup behind walls. To relieve the potential for hydrostatic pressure, free draining backfill (sand equivalent “SE” >20) and a heel drain should be placed (see Figure 3). Wall drainage may be provided by a geosynthetic drainage composite such as TerraDrain®, MiraDrain®, or equivalent, may be used. The drain should be placed continuously along the back of the wall and connected to a 4-inch-diameter perforated pipe. The pipe should be sloped at least 1% and should be surrounded by 1 cubic foot per foot of ¾-inch crushed rock wrapped in suitable non-woven filter fabric (Mirafi® 140N or equivalent). Crushed rock should meet the requirements defined in Section 200-1.2 of the latest edition of the “Greenbook” Standard Specifications for Public Works Construction (Public Works Standards, 2018). The drain should discharge through a solid pipe to an appropriate outlet. FIGURE 3 Retaining Wall Backfill and Drainage