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Home My WebLink AboutCT 2018-0004; THE SEAGLASS; STRUCTURAL CALCULATION PACKAGE; 2021-05-28 STRUCTURAL CALCULATIONS PACKAGE PLAN CHECK COMMENT RESPONSE THE SEAGLASS 2646 STATE STREET CARLSBAD, CA 92008 May 28, 2021 Project Number: 17090087 PATTERSON ENGINEERING, INC 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 TEL. 858.605.0937 FAX. 858.605.1414 E. info@pattersoneng.com PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 1. Provide separate declaration of responsible charge statement for structural design. See language on title sheet as ref. Please see the declaration of responsible charge statement for structural design added on “STRUCTURAL RETAINING WALL DETAILS” sheet 7 along with information, sign, and stamp. 2. Clarify responsible charge of structural design. Provide separate declaration of responsible charge w/ this sheet (and note sheet) for structural design. If E.O.W is not that listed on title sheet. See language on title sheet for reference. Coordinate stamps/signature. Please see the declaration of responsible charge statement for structural design added on “STRUCTURAL RETAINING WALL DETAILS” sheet 7 along with information, sign, and stamp. 3. See comments on plans; Provide structural design notes and separate declaration or responsible charge for proposed non-standard walls. Please see the structural design notes and separate declaration of responsible charge statement for structural design of non-standard walls added on “STRUCTURAL RETAINING WALL DETAILS” sheet 7 along with information, sign, and stamp. 4. Provide notes for retaining wall design including, but not limited to: - Concrete specifications - Required special inspections & schedules - Reinforcing and detailing - Geotech report reference - Wall drainage - Utility Openings. Please see the notes added on “STRUCTURAL RETAINING WALL DETAILS” sheet 7 which has concrete specifications, required special inspection & schedule, reinforcing and detailing, Geotech report reference and wall drainage for retaining wall design. 5. Proposed construction shall not encroach onto neighboring property without written consent of property owner. Revise design accordingly or provide letter of permission to grade offsite. Please see the revised retaining wall Detail “H” which has been updated to show not to encroach onto neighboring property. STRUCTURAL CALCULATIONS PACKAGE PLAN CHECK RESPONSE THE SEAGLASS 2646 STATE STREET CARLSBAD, CA 92008 Page 1 of 21 December 18, 2020 Project Number: 17090087 PATTERSON ENGINEERING, INC 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 TEL. 858.605.0937 FAX. 858.605.1414 E. info@pattersoneng.com PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 RETAINING WALL CALCULATIONS Page 3 of 21 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 A. CANTILEVER CONCRETE RETAINING 2’-3” WALL (Grid 3-4) (1) Unbalanced Height of Wall = 1’-6” Height of wall = 2’-3” Height of soil retained = 1’-9” Height of Wall Above soil = 0’-6” Height of soil above toe = 0’-3” Active Earth Pressure = 38 pcf. Passive Earth Pressure = 250 pcf. Coefficient of Friction = 0.34 Soil Bearing Pressure = 2500 psf Surcharge Load: 100 psf Stem Data Thickness of stem = 6” Vertical Reinforcement = #4 @ 16” o.c. Horizontal Reinforcement = #4 @ 16” o.c. Base slab Data Width of Heel = 2’-0” (Including stem thickness) Total Width = 2’-0” Thickness of base slab = 1’-6” Heel Reinforcement Short way Reinforcement = #4 @ 8” o.c Long way Reinforcement = #4 @ 16” o.c. Refer output below. Page 4 of 21 Title :Wall A 3-4 (1)Page : 1 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla 1.75 0.50 0.00 9.00 2,500.0 38.0 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 height over heel =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 Surcharge Loads Adjacent Footing Load Load Type 100.0 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 psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe 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 (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =2.60 OK Sliding =2.81 OK Total Bearing Load =1,058 lbs...resultant ecc.=4.73 in Soil Pressure @ Toe =1,164 psf OKSoil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,629 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =1.1 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =313.0 lbsless 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 370.1507.8== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =6.00 Rebar Size =#4 Rebar Spacing =12.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.038 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =3,612.6 =psi Shear.....Allowable =75.0psi Wall Weight =75.0psf Rebar Depth 'd'=4.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =189.8lbsStrength Level Service Level Strength Level =138.9ft-# Service Level Strength Level =3.7psi Design Method =LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page : 1Page 5 of 21 Title :Wall A 3-4 (1)Page : 2 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0079 in2/ft (4/3) * As :0.0105 in2/ft Min Stem T&S Reinf Area 0.324 in2 200bd/fy : 200(12)(4.25)/60000 :0.17 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0012bh : 0.0012(12)(6) :0.0864 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.0864 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area :0.2 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area :0.5757 in2/ft #6@ 36.67 in #6@ 73.33 in 0.00 2.00 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0012 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =None Spec'd == = = = 1,629000 0.00 0.00 Heel: 0342744402 1.15 75.00 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 12.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.52 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. Page : 2Page 6 of 21 Title :Wall A 3-4 (1)Page : 3 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 182.41.63112.3=Surcharge over Heel = Surcharge Over Heel = 150.0 1.25 187.5= 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 = = = = = = Stem Weight(s) = 168.8 0.25 42.2 Earth @ Stem Transitions =Footing Weight = 450.0 1.00 450.0 Key Weight = 2.00 Added Lateral Load lbs =399.9 Vert. Component Total = 1,057.5 1,040.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =313.0 O.T.M. = Resisting/Overturning Ratio =2.60 Vertical Loads used for Soil Pressure =1,057.5 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) 288.8 1.25 1.25 360.9 360.9 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 200.7 1.08 217.4 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)0.036 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. Page : 3Page 7 of 21 Title :Wall A 3-4 (1)Page : 4 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 4Page 8 of 21 Title :Wall A 3-4 (1)Page : 5 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 5Page 9 of 21 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 B. CANTILEVER CONCRETE RETAINING 3’-2” WALL (Grid 2-3) (1) Unbalanced Height of Wall = 1’-8” Height of wall = 3’-2” Height of soil retained = 2’-8” Height of Wall Above soil = 0’-6” Height of soil above toe = 1’-0” Active Earth Pressure = 38 pcf. Passive Earth Pressure = 250 pcf. Coefficient of Friction = 0.34 Soil Bearing Pressure = 2500 psf Surcharge Load: 100 psf Stem Data Thickness of stem = 6” Vertical Reinforcement = #4 @ 16” o.c. Horizontal Reinforcement = #4 @ 16” o.c. Base slab Data Width of Heel = 2’-0” (Including stem thickness) Width of Toe = 0’-0” Total Width = 2’-0” Thickness of base slab = 1’-6” Heel Reinforcement Short way Reinforcement = #4 @ 8” o.c Long way Reinforcement = #4 @ 16” o.c. Refer output below. Page 10 of 21 Title :Wall B 2-3 (1)Page : 1 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla 2.66 0.50 0.00 12.00 2,500.0 38.0 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 height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe 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 (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =1.65 OK Sliding =2.60 OK Total Bearing Load =1,276 lbs...resultant ecc.=7.39 in Soil Pressure @ Toe =2,213 psf OKSoil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =3,098 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =6.3 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =472.5 lbsless 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 446.6781.3== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =6.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.140 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,749.3 =psi Shear.....Allowable =75.0psi Wall Weight =75.0psf Rebar Depth 'd'=4.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =362.1lbsStrength Level Service Level Strength Level =386.3ft-# Service Level Strength Level =7.1psi Design Method =LRFD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Anet (Masonry)=in2 Page : 1Page 11 of 21 Title :Wall B 2-3 (1)Page : 2 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0218 in2/ft (4/3) * As :0.0291 in2/ft Min Stem T&S Reinf Area 0.455 in2 200bd/fy : 200(12)(4.25)/60000 :0.17 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0012bh : 0.0012(12)(6) :0.0864 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.0864 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area :0.15 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area :0.5757 in2/ft #6@ 36.67 in #6@ 73.33 in 0.00 2.00 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0012 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =None Spec'd == = = = 3,098000 0.00 0.00 Heel: 00879879 6.30 75.00 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.52 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. Page : 2Page 12 of 21 Title :Wall B 2-3 (1)Page : 3 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 298.92.08143.7=Surcharge over Heel = Surcharge Over Heel = 150.0 1.25 187.5= 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 = = = = = = Stem Weight(s) = 237.0 0.25 59.3 Earth @ Stem Transitions =Footing Weight = 450.0 1.00 450.0 Key Weight = 2.00 Added Lateral Load lbs =754.9 Vert. Component Total = 1,275.9 1,245.4 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =472.5 O.T.M. = Resisting/Overturning Ratio =1.65 Vertical Loads used for Soil Pressure =1,275.9 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) 438.9 1.25 1.25 548.6 548.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 328.8 1.39 455.9 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)0.097 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. Page : 3Page 13 of 21 Title :Wall B 2-3 (1)Page : 4 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 4Page 14 of 21 Title :Wall B 2-3 (1)Page : 5 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 5Page 15 of 21 PATTERSON ENGINEERING, INC. 928 FORT STOCKTON DRIVE, SUITE 201 SAN DIEGO, CA 92103 C. CANTILEVER CONCRETE RETAINING 3’-2” WALL (Grid 1-2) Unbalanced Height of Wall = 2’-8” Height of wall = 3’-2” Height of soil retained = 2’-8” Height of Wall Above soil = 0’-6” Active Earth Pressure = 38 pcf. Passive Earth Pressure = 250 pcf. Coefficient of Friction = 0.34 Soil Bearing Pressure = 2500 psf Surcharge Load: 100 psf Stem Data Thickness of stem = 6” Vertical Reinforcement = #4 @ 16” o.c. Horizontal Reinforcement = #4 @ 16” o.c. Base slab Data Width of Heel = 2’-0” (Including stem thickness) Width of Toe = 0’-0” Total Width = 2’-0” Thickness of base slab = 1’-6” Heel Reinforcement Short way Reinforcement = #4 @ 8” o.c Long way Reinforcement = #4 @ 16” o.c. Refer output below. Page 16 of 21 Title :Wall C 1-2 Page : 1 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla 2.66 0.50 0.00 0.00 2,500.0 38.0 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 height over heel =ft = = 110.00=pcf = Soil Density, Heel = Passive Pressure =psf/ft Allow Soil Bearing =psf Soil Density, Toe 0.00 pcf Footing||Soil Friction =0.350 Soil height to ignorefor passive pressure =0.00 in Equivalent Fluid Pressure Method Surcharge Loads Adjacent Footing Load Load Type 100.0 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 psf0.0= Lateral Load Applied to Stem Surcharge Over Heel =psf Adjacent Footing Load =0.0 lbs Axial Dead Load (Service Level) =lbs Footing Type Line Load Surcharge Over Toe 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 (Service Level) Wind (W)= Design Summary Wall Stability RatiosOverturning =2.02 OK Sliding =1.64 OK Total Bearing Load =1,414 lbs...resultant ecc.=4.79 in Soil Pressure @ Toe =1,416 psf OKSoil Pressure @ Heel =0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,983 psfACI Factored @ Heel =0 psf Footing Shear @ Toe =0.0 psi OK Footing Shear @ Heel =7.5 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =472.5 lbsless 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 494.8281.3== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type =Medium Weight Stem Construction Bottom Stem OK Shear.....Actual Design Height Above Ftg =0.00ft Wall Material Above "Ht"=Concrete Thickness =6.00 Rebar Size =#4 Rebar Spacing =16.00 Rebar Placed at =EdgeDesign Data fb/FB + fa/Fa =0.140 Total Force @ Section =lbs Moment....Actual =ft-# Moment.....Allowable =2,749.3 =psi Shear.....Allowable =75.0psi Wall Weight =75.0psf Rebar Depth 'd'=4.25in Masonry Data f'm =psi Fs =psi Solid Grouting = Modular Ratio 'n'= Short Term Factor = Equiv. Solid Thick.= Concrete Dataf'c =2,500.0psi Fy =60,000.0 Masonry Design Method ASD= Load Factors Building Code CBC 2019,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 psi Service Level =362.1lbsStrength Level Service Level Strength Level =386.3ft-# Service Level Strength Level =7.1psi Design Method =LRFD Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Anet (Masonry)=in2 Page : 1Page 17 of 21 Title :Wall C 1-2 Page : 2 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) :0.0218 in2/ft (4/3) * As :0.0291 in2/ft Min Stem T&S Reinf Area 0.455 in2 200bd/fy : 200(12)(4.25)/60000 :0.17 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) :0.1296 in2/ft Horizontal Reinforcing Options : ============One layer of : Two layers of : Required Area :0.1296 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area :0.15 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area :0.5757 in2/ft #6@ 36.67 in #6@ 73.33 in 0.00 2.00 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. As % Footing Allow. Torsion, phi Tu 0.0012 =ft-lbs Footing Data If torsion exceeds allowable, provide f'c 0.00 =2,500 psi Toe Width =ft Heel Width = Key Distance from Toe Key Depth Key Width =in =in = 0.00 0.00 2.00 ft Footing Thickness =in 2.00= Cover @ Top =2.00 in@ Btm.=3.00 in Total Footing Width =150.00 pcfFooting Concrete DensityFy =60,000 psi Footing Design Results Key: = No key defined Factored PressureMu' : UpwardMu' : DownwardMu: Design Actual 1-Way Shear Allow 1-Way Shear Toe:phiMn = phi'5'lambda'sqrt(fc)'Sm #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 =None Spec'd == = = = 1,983000 0.00 0.00 Heel: 001,2101,210 7.49 75.00 HeelToe psfft-#ft-#ft-# psi psi Heel Reinforcing =# 4 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing =# 4 @ 16.00 in Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.52 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. Page : 2Page 18 of 21 Title :Wall C 1-2 Page : 3 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 298.92.08143.7=Surcharge over Heel = Surcharge Over Heel = 150.0 1.25 187.5= 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 = = = = = = Stem Weight(s) = 237.0 0.25 59.3 Earth @ Stem Transitions =Footing Weight = 450.0 1.00 450.0 Key Weight = 2.00 Added Lateral Load lbs =754.9 Vert. Component 137.9 2.00 275.8 Total = 1,413.8 1,521.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =472.5 O.T.M. = Resisting/Overturning Ratio =2.02 Vertical Loads used for Soil Pressure =1,413.8 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) 438.9 1.25 1.25 548.6 548.6 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 328.8 1.39 455.9 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)0.062 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. Page : 3Page 19 of 21 Title :Wall C 1-2 Page : 4 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 4Page 20 of 21 Title :Wall C 1-2 Page : 5 Dsgnr:Date:18 DEC 2020 Description.... This Wall in File: C:\Users\oulka\Downloads\RW - Calcs\RW - Calcs\121820-Seaglass Gravity Walls.RPX RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06058766License To : PATTERSON ENGINEERING Project Name/Number : 121820-Seagla Page : 5Page 21 of 21