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Home My WebLink AboutPD 2023-0009; THE WILLIAMS RESIDENCE; STRUCTURAL CALCULATIONS; 2023-12-15 STRUCTURAL CALCULATIONS PROJECT: ______________________________________________________ ______________________________________________________ DESIGN ASSUMPTIONS: CONCRETE STRENGTH AT TWENTY EIGHT DAYS: PSI MASONRY:GRADE "N" CONCRETE BLOCK F ' M = PSI MORTAR:TYPE S 1,800 PSI GROUT:2000 PSI REINFORCING STEEL: A-615 GRADE 40:#4 AND LESS (U.O.N.) GRADE 60:#5 AND LARGER STRUCTURAL STEEL: A-36 LUMBER:DOUGLAS FIR-LARCH JOISTS #2 BEAMS AND POSTS #2 STUDS STUD OR BETTER SEISMIC FORCE:REPORT BY: WIND FORCE:REPORT NO.: SOIL PRESSURE: DESIGN LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD WALL DEAD LOAD SLOPING FLAT INT.EXT. ROOFING FLOORING INTERIOR 10 PSF PLYWOOD PLYWOOD EXTERIOR 16 PSF JOISTS JOISTS INSUL. & CLG.INSUL. & CLG. MISC.MISC. TOTAL =TOTAL = ___________ ______________ ROOF LIVE LOAD FLOOR LIVE LOAD SLOPING INTERIOR 40 PSF FLAT BALCONY 60 PSF (U.O.N.) EXIT WALKWAY 100 PSF These calculations are limited only to the items included herein, selected by the client and do not imply approval of any other portion of the structure by this office. These calculations are not valid if altered in any way, or not accompanied by a wet stamp and signature of the Engineer of Record. Job No.Designed By Date 14288 Danielson Street ● Suite 200 ● Poway, CA 92064-8819 ● (858) 679-8989 ● Fax (858) 679-8959 CAZADERO DR SITE RETANINING WALLS 2500 1800 Sds=0.757 GEO SOILS INC 2500 - - -- 96 MPH EX. C 22-309.10 KF 12-15-23 W.O.7574-A-SC THESE PLANS/DOCUMENTS HAVE BEENREVIEWED FOR COMPLIANCE WITH THEAPPLICABLE CALIFORNIA BUILDING STANDARDSCODES AS ADOPTED BY THE STATE OFCALIFORNIA AND AMENDED BY THEJURISDICTION. PLAN REVIEW ACCEPTANCE OFDOCUMENTS DOES NOT AUTHORIZECONSTRUCTION TO PROCEED IN VIOLATION OFANY FEDERAL, STATE, NOR LOCAL REGULATION.BY: _________________ DATE: ________________ True North Compliance Services, Inc. THIS SET OF THE PLANS AND SPECIFICATIONSMUST BE KEPT ON THE JOB SITE AT ALL TIMESAND IT IS UNLAWFUL TO MAKE ANY CHANGESOR ALTERATIONS WITHOUT PERMISSION FROMTHE CITY. OCCUPANCY OF STRUCTURE(S) ISNOT PERMITTED UNTIL FINAL APPROVAL ISGRANTED BY ALL APPLICABLE DEPARTMENTS. Ali Al-Murshid 06/17/24 ________ P~ ________ F SOIL ~HTK STRUCTURAL ENGINEERS, LLP 14288 Danielson Street• Suite #200 • Poway, CA 92064-8819 (858) 679-8989 • WWW HTKSE.COM • Fax (858) 679-8959 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 7.42 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=112.500 (Strength) Total Strength-Level Seismic Load. . . . .= 387.279Total Service-Level Seismic Load. . . . .= 553.256 lbs lbspsf Method : Triangular Design Summary Wall Stability RatiosOverturning =2.02 OK Sliding =1.30 Ratio < 1.5! Total Bearing Load =3,842 lbs...resultant ecc.=9.96 in Soil Pressure @ Toe =1,426 psf OK Soil Pressure @ Heel = 38 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,996 psf ACI Factored @ Heel = 53 psf Footing Shear @ Toe =17.1 psi OK Footing Shear @ Heel =10.4 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =2,225.3 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,344.8 1,555.6 = = 437.6 - lbs lbs lbs OK lbs NG - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.265 0.976 Total Force @ Section =423.1 1,392.9lbs Moment....Actual =576.7 3,444.7ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =4.6 15.2psi Shear.....Allowable =44.8 49.8psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~------.. • ~I -------i ~------.. • "--.I ---------• I~--------• • • • ~------•---------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.75 2.50 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 18.00 2.75 ft Footing Thickness =in 5.25= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = phiMn = phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = None Spec'd = = = == 1,996 75,188 18,824 4,697 17.1375.00 Heel: 53 469 2,922 2,452 10.4475.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 2.040.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 105.0 4.64 487.2 =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 =387.3 = = 1.38= = =Seismic Earth Load = 3.28 1,269.7 Stem Weight(s) = 630.9 3.08 1,945.4 Earth @ Stem Transitions =Footing Weight = 1,181.3 2.63 3,100.8 Key Weight = 225.0 3.25 731.3 Added Lateral Load lbs =6,734.3 Vert. Component Total = 3,842.4 13,632.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =2,225.3 O.T.M. = Resisting/Overturning Ratio =2.02 Vertical Loads used for Soil Pressure =3,842.4 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,700.2 4.33 4.33 7,367.5 7,367.5 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,838.1 2.97 6,026.2 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.061 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 7.42 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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 =2.49 OK Sliding =1.58 OK Total Bearing Load =3,842 lbs...resultant ecc.=5.99 in Soil Pressure @ Toe =1,150 psf OK Soil Pressure @ Heel = 314 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,609 psfACI Factored @ Heel =440 psf Footing Shear @ Toe =14.2 psi OK Footing Shear @ Heel =8.0 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,838.1 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 1,344.81,555.6== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.199 0.733 Total Force @ Section =317.7 1,045.8lbs Moment....Actual =433.0 2,586.2ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =3.5 11.4psi Shear.....Allowable =44.8 49.8psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~----------• ~I -------i ~----------• "--.I --------• I~-------• • • ~------•----------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.75 2.50 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 18.00 2.75 ft Footing Thickness =in 5.25= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = phiMn = phi'5'lambda'sqrt(fc)'Sm Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = None Spec'd = = = == 1,609 63,761 18,824 3,745 14.2275.00 Heel: 440 968 2,922 1,954 7.9675.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 2.040.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 105.0 4.64 487.2 =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 = = = 1.38= = = Stem Weight(s) = 630.9 3.08 1,945.4 Earth @ Stem Transitions =Footing Weight = 1,181.3 2.63 3,100.8 Key Weight = 225.0 3.25 731.3 Added Lateral Load lbs =5,464.6 Vert. Component Total = 3,842.4 13,632.2 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,838.1 O.T.M. = Resisting/Overturning Ratio =2.49 Vertical Loads used for Soil Pressure =3,842.4 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) 1,700.2 4.33 4.33 7,367.5 7,367.5 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,838.1 2.97 6,026.2 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.049 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 6.00 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=90.000 (Strength) Total Strength-Level Seismic Load. . . . .= 257.250Total Service-Level Seismic Load. . . . .= 367.500 lbs lbspsf Method : Triangular Design Summary Wall Stability RatiosOverturning =1.96 OK Sliding =1.27 Ratio < 1.5! Total Bearing Load =2,657 lbs...resultant ecc.=8.75 in Soil Pressure @ Toe =1,269 psf OK Soil Pressure @ Heel = 0 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,777 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe =11.6 psi OK Footing Shear @ Heel =6.9 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,524.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 930.0 1,000.0 = = 356.7 - lbs lbs lbs OK lbs NG - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.072 0.510 Total Force @ Section =178.2 900.0lbs Moment....Actual =158.6 1,800.0ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =1.9 9.8psi Shear.....Allowable =44.4 49.4psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~---------• ~I ------i ~---------• ~I ______ _.1 I~-------• • • • ~-------•--------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.25 2.00 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 10.00 2.75 ft Footing Thickness =in 4.25= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 1,777 44,301 12,904 2,616 11.5975.00 Heel: 0 145 1,370 1,225 6.9075.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.650.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 55.6 3.81 211.4 =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 =257.3 = = 1.13= = =Seismic Earth Load = 2.72 700.3 Stem Weight(s) = 520.3 2.58 1,344.0 Earth @ Stem Transitions =Footing Weight = 956.3 2.13 2,032.0 Key Weight = 125.0 3.25 406.3 Added Lateral Load lbs =3,868.3 Vert. Component Total = 2,657.1 7,577.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,524.4 O.T.M. = Resisting/Overturning Ratio =1.96 Vertical Loads used for Soil Pressure =2,657.1 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,000.0 3.58 3.58 3,583.3 3,583.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,267.2 2.50 3,449.6 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.055 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 6.00 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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 =2.39 OK Sliding =1.52 OK Total Bearing Load =2,657 lbs...resultant ecc.=5.59 in Soil Pressure @ Toe =1,036 psf OK Soil Pressure @ Heel = 214 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,451 psfACI Factored @ Heel =300 psf Footing Shear @ Toe =9.6 psi OK Footing Shear @ Heel =5.3 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,267.2 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 930.01,000.0== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.055 0.387 Total Force @ Section =135.4 684.0lbs Moment....Actual =120.5 1,368.0ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =1.5 7.5psi Shear.....Allowable =44.4 49.4psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~---------• ~I ------i ~---------• ~I ______ _.1 I~-------• • • ~-------•--------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.25 2.00 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 10.00 2.75 ft Footing Thickness =in 4.25= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = #4@ 9.25 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 1,451 37,895 12,904 2,083 9.6075.00 Heel: 300 374 1,370 997 5.3075.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.650.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 55.6 3.81 211.4 =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 = = = 1.13= = = Stem Weight(s) = 520.3 2.58 1,344.0 Earth @ Stem Transitions =Footing Weight = 956.3 2.13 2,032.0 Key Weight = 125.0 3.25 406.3 Added Lateral Load lbs =3,168.0 Vert. Component Total = 2,657.1 7,577.0 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,267.2 O.T.M. = Resisting/Overturning Ratio =2.39 Vertical Loads used for Soil Pressure =2,657.1 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) 1,000.0 3.58 3.58 3,583.3 3,583.3 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,267.2 2.50 3,449.6 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :6'-0" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 4.00 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=60.000 (Strength) Total Strength-Level Seismic Load. . . . .= 126.875Total Service-Level Seismic Load. . . . .= 181.250 lbs lbspsf Method : Triangular Design Summary Wall Stability RatiosOverturning =2.81 OK Sliding =1.32 Ratio < 1.5! Total Bearing Load =1,786 lbs...resultant ecc.=3.91 in Soil Pressure @ Toe = 725 psf OK Soil Pressure @ Heel = 228 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,015 psf ACI Factored @ Heel =319 psf Footing Shear @ Toe =4.9 psi OK Footing Shear @ Heel =2.9 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =820.4 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 625.2 461.8 = = 143.6 - lbs lbs lbs OK lbs NG - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.001 0.147 Total Force @ Section =11.0 391.3lbs Moment....Actual =2.5 521.7ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =0.1 4.3psi Shear.....Allowable =60.5 48.9psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~------.. • ~I -------i ~------.. • "--.I ---------• I~--------• • • • ~------•---------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.00 1.75 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 0.00 2.00 ft Footing Thickness =in 3.75= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 1,015 21,385 10,360 919 4.9075.00 Heel: 319 227 707 480 2.8675.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.460.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 36.7 3.39 124.3 =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 =126.9 = = 1.00= = =Seismic Earth Load = 2.01 255.5 Stem Weight(s) = 364.3 2.33 849.9 Earth @ Stem Transitions =Footing Weight = 843.8 1.88 1,582.0 Key Weight = 2.50 Added Lateral Load lbs =1,527.0 Vert. Component Total = 1,786.4 4,294.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =820.4 O.T.M. = Resisting/Overturning Ratio =2.81 Vertical Loads used for Soil Pressure =1,786.4 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 541.7 3.21 3.21 1,737.8 1,737.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 693.5 1.83 1,396.7 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.025 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 4.00 0.67 2.00 8.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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 =3.38 OK Sliding =1.57 OK Total Bearing Load =1,786 lbs...resultant ecc.=2.20 in Soil Pressure @ Toe = 616 psf OK Soil Pressure @ Heel = 337 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =862 psfACI Factored @ Heel =472 psf Footing Shear @ Toe =4.1 psi OK Footing Shear @ Heel =2.2 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =693.5 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 625.2461.8== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.000 0.114 Total Force @ Section =8.5 304.0lbs Moment....Actual =1.9 405.3ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =0.1 3.3psi Shear.....Allowable =60.5 48.9psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 ~----------• ~I -------i ~----------• "--.I --------• I~-------• • • ~------•----------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.00 1.75 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 0.00 2.00 ft Footing Thickness =in 3.75= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 862 19,025 10,360 722 4.0875.00 Heel: 472 299 707 408 2.2375.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.460.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. Summary of Overturning & Resisting Forces & Moments .....RESISTING..........OVERTURNING.....Force Distance Moment Distance Moment Item Force ft-#lbs ftft ft-#lbs Sloped Soil Over Heel 36.7 3.39 124.3 =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 = = = 1.00= = = Stem Weight(s) = 364.3 2.33 849.9 Earth @ Stem Transitions =Footing Weight = 843.8 1.88 1,582.0 Key Weight = 2.50 Added Lateral Load lbs =1,271.5 Vert. Component Total = 1,786.4 4,294.1 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =693.5 O.T.M. = Resisting/Overturning Ratio =3.38 Vertical Loads used for Soil Pressure =1,786.4 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) 541.7 3.21 3.21 1,737.8 1,737.8 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 693.5 1.83 1,396.7 Hydrostatic Force Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :4'-0" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.021 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. • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 6.67 0.00 0.00 42.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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)= Earth Pressure Seismic Load Load at bottom of Triangular Distribution . . . . . . .=100.000 (Strength) Total Strength-Level Seismic Load. . . . .= 285.915Total Service-Level Seismic Load. . . . .= 408.450 lbs lbspsf Method : Triangular Design Summary Wall Stability RatiosOverturning =2.01 OK Sliding =2.57 OK Total Bearing Load =2,853 lbs...resultant ecc.=8.97 in Soil Pressure @ Toe =1,266 psf OK Soil Pressure @ Heel = 2 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,772 psf ACI Factored @ Heel = 3 psf Footing Shear @ Toe =4.7 psi OK Footing Shear @ Heel =8.1 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,553.8 lbs less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 998.4 3,000.0 = = 0.0 - lbs lbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.143 0.703 Total Force @ Section =280.1 1,117.3lbs Moment....Actual =311.7 2,483.7ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =3.1 12.2psi Shear.....Allowable =44.4 49.4psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 6'-8" retaining at building wall line ~---------• ~I ______ i ~---------• ~I ______ _.1 I~------~• • • • ~----•--------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.25 2.25 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 0.00 2.75 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 1,772 44,873 27,726 1,429 4.6575.00 Heel: 3 264 1,928 1,664 8.1475.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.750.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. 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 =285.9 = = 1.13= = =Seismic Earth Load = 2.72 778.5 Stem Weight(s) = 520.2 2.58 1,343.8 Earth @ Stem Transitions =Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 3.25 Added Lateral Load lbs =4,231.1 Vert. Component Total = 2,852.6 8,516.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,553.8 O.T.M. = Resisting/Overturning Ratio =2.01 Vertical Loads used for Soil Pressure =2,852.6 lbs If seismic is included, the OTM and sliding ratiosmay be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) 1,319.9 3.71 3.71 4,894.7 4,894.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,267.9 2.72 3,452.5 Hydrostatic Force 6'-8" retaining at building wall line Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.052 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. 6'-8" retaining at building wall line • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 1Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 6.67 0.00 0.00 42.00 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 = = 125.00= 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 =12.00 in Equivalent Fluid Pressure Method 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 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 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 =0.0ft 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 =2.47 OK Sliding =3.15 OK Total Bearing Load =2,853 lbs...resultant ecc.=5.70 in Soil Pressure @ Toe =1,035 psf OK Soil Pressure @ Heel = 233 psf OK Allowable =2,500 psfSoil Pressure Less Than Allowable ACI Factored @ Toe =1,449 psfACI Factored @ Heel =326 psf Footing Shear @ Toe =2.6 psi OK Footing Shear @ Heel =6.4 psi OK Allowable =75.0 psi Sliding Calcs Lateral Sliding Force =1,267.9 lbs less 100% Passive Forceless 100% Friction Force Added Force Req'd ....for 1.5 Stability = 0.0= 998.43,000.0== 0.0 -lbslbs lbs OK lbs OK - Masonry Block Type = Medium Weight Stem Construction 2nd Bottom Stem OK Stem OK Shear.....Actual Design Height Above Ftg =3.33ft 0.00 Wall Material Above "Ht"= Masonry Masonry Thickness =8.00 8.00 Rebar Size =##5 5 Rebar Spacing =16.00 8.00 Rebar Placed at =Edge EdgeDesign Data fb/FB + fa/Fa =0.108 0.532 Total Force @ Section =211.8 845.0lbs Moment....Actual =235.8 1,878.5ft-# Moment.....Allowable =2,175.4 3,528.1ft-# =2.3 9.2psi Shear.....Allowable =44.4 49.4psi Wall Weight =78.0 78.0psf Rebar Depth 'd'=5.25in 5.25 Masonry Data f'm =1,500 1,800psi Fs =psi 24,000 20,000 Solid Grouting =Yes Yes Modular Ratio 'n'=21.48 17.90 Short Term Factor =1.000 1.000 Equiv. Solid Thick.=7.60 7.60in Concrete Dataf'c =psi Fy = 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 =lbsStrength Level Service Level Strength Level =ft-# Service Level Strength Level =psi Design Method =ASD ASD Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Anet (Masonry)=91.50 91.50in2 6'-8" retaining at building wall line ~---------• ~I ______ i ~---------• ~I ______ _.1 I~------~• • • ~-------•--------- Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 2Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 2.25 2.25 18.00 Footing Torsion, Tu ==ft-lbs0.00Min. 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 0.00 2.75 ft Footing Thickness =in 4.50= Cover @ Top =2.00 in@ Btm.= 3.00 in Total Footing Width =150.00pcfFooting Concrete Density Fy=60,000 psi Footing Design Results Key: = No key defined Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way ShearAllow 1-Way Shear Toe: #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. #4@ 6.17 in, #5@ 9.56 in, #6@ 13.58 in, #7@ 18.51 in, #8@ 24.38 in, #9@ 30. = # 4 @ 9.25 in = = = == 1,449 38,333 27,726 884 2.5775.00 Heel: 326 573 1,928 1,354 6.3675.00 HeelToe psf ft-# ft-# ft-# psipsi Heel Reinforcing = # 5 @ 8.00 in Other Acceptable Sizes & Spacings Key Reinforcing Toe Reinforcing = # 5 @ 8.00 in Min footing T&S reinf AreaMin footing T&S reinf Area per foot If one layer of horizontal bars: 1.750.39 #4@ 6.17 in #5@ 9.57 in#6@ 13.58 in in2in2 /ft If two layers of horizontal bars: #4@ 12.35 in #5@ 19.14 in#6@ 27.16 in supplemental design for footing torsion. 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 = = = 1.13= = = Stem Weight(s) = 520.2 2.58 1,343.8 Earth @ Stem Transitions =Footing Weight = 1,012.5 2.25 2,278.1 Key Weight = 3.25 Added Lateral Load lbs =3,452.5 Vert. Component Total = 2,852.6 8,516.6 * Axial live load NOT included in total displayed, or used for overturningresistance, but is included for soil pressure calculation. Total =R.M. =1,267.9 O.T.M. = Resisting/Overturning Ratio =2.47 Vertical Loads used for Soil Pressure =2,852.6 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) 1,319.9 3.71 3.71 4,894.7 4,894.7 Watre Table Buoyant Force = HL Act Pres (ab water tbl) HL Act Pres (be water tbl) 1,267.9 2.72 3,452.5 Hydrostatic Force 6'-8" retaining at building wall line Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title :7'-4" retaing wall Page : 3Dsgnr:Date: 15 DEC 2023 Description....site wall This Wall in File: \\192.168.1.5\d\Job Files\2022 Jobs\22-309 2723 Cazadero Dr\Calculations\retainin RetainPro (c) 1987-2019, Build 11.20.03.31 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16License : KW-06056849License To : HTK STRUCTURAL ENGINEERS Project Name/Number : retaining 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)0.043 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. 6'-8" retaining at building wall line •