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CUP 2017-0008; OAKMONT OF CARLSBAD; STRUCTURAL CALCULATIONS; 2019-10-30
0 0 RECORD COPY Initial Date EflGIDCI r%EES Seattle q Portland Spokane San Diego Austin Irvine 8 San Francisco Anchorage Los Angeles Structural Calculations OAKMONT OF CARLSBAD CARLSBAD, CA CUP 2017-0008 GR 2019-0013 DWG. 517-4A DCI Job Number 19071-0021 REcz~VEID OCT 30 2019 LAND DEVELOPMENT ENGINEERING Prepared for: Alliance Land Planning & Engineering Inc. 2600 Michelson Drive, Suite 930 Irvine, CA 92612 (949) 892-4950 Service Innovation Value RESISTiNG..... Force Distance Moment lbs it ft4 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert Component = 8,580.0 12.00 102.960.0 1,161.9 13.08 15,201.2 3.88 1,482.0 8.19 12,142.0 201.7 8.58 1,731.0 6,862.5 7.63 52,326.6 450.0 8.25 3,712.5 Use menu Item Settings> Printing 8 Title Block Title c12MX1RETAlNlNO:WALk'2:13 Page: 2 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACl 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.6314 in2/ft (4/3) * As: 0.8419 in2/ft Min Stem T&S Reinf Area 1.872 1n2 200bdlfy : 200(12)(9.5625)/60000: 0.3825 in2/ft Min Stem T&S Reinf Area per it of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6314 1n2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.8 in2/ft 95@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2/ft #6@ 18.33 in #6© 36.67 in I Footing Dimensions & Strengths • I Footing Design Results • Toe Width = 7.75 it Heel Width = 7.50 Factored Pressure = 2,077 1,364 psf Total Footing Width = 15.25 Mu': Upward = 58,737 30,950 ft4 Footing Thickness = 38.00 in Mu': Downward = 18,199 50,911 ft4 Mu: Design = 40,538 19,961 ft4 Key Width = 12.00 in Actual 1-Way Shear = 17.20 13.30 psi Key Depth = 36.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 7.75 ft Toe Reinforcing = #7 @ 9.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in 0.288 1n2/ft Mm. As = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 In Toe: #4@ 3.09 In, #5@ 4.78 in, #6© 8.79 in, #7@ 9.26 in, #8@ 12.19 in, #9@ 15.43 Heel: Not req'd: Mu < phi*5lambda*sqrt(fc)*Sm Key: #4@ 10 In, 95© 15.5 in, 08@ 18 in, 07@ 18 in, #8@ 18 in Min footing T&S reinf Area Min footing T&S rein! Area per foot If one layer of horizontal bars: #4@ 3.09 In #5@ 4.78 In #6@ 6.79 In 11.86 in2 0.78 in2 /it If two layers of horizontal bars: #4@ 6.17 in #5@ 9.57 in #6@ 13.58 in Force Distance Moment Item lbs it fl-# Heel Active Pressure = 8,326.6 6.08 50,653.3 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 882.0 5.00 4,410.0 Total 9,208.6 O.T.M. 55,063.3 Resisting/Overturning Ratio = 3.42 Vertical Loads used for Soil Pressure = 18,738.0 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. Total = 18,738.0 lbs R.M. 188,073.2 Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block Title c12MAx:RETNNINo:wAw2:13 Page: 3 to set these five lines of information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACi 530-13 Tilt I Horizontal Deflection at Top of Wail due to settlement of soil soil- (Deflection due to wail bending not considered) Soil Spring Reaction Modulus 250.0 pcI Horizontal Dell @ Top of Wail (approximate only) 0.035 in The above calculation is not valid if the heel soil beanna pressure exceeds that of the toe. because the wall would then tend to rotate into the retained Use menu item Settings> Printing & Title Block Title 12MAX RETNNiNG:WAthSURCHARGE Page: 2 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... KW 68348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.6856 ln2lft (4/3)*As: . 0.9141 in2/ft Min Stem T&S Reinf Area 1.872 in2 200bd/fy: 200(12)(9.5625)/60000: 0.3825 in2lft Min Stem T&S Reinf Area per ft of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2lft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.6856 1n2i'ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.8 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.0727 in2lft 46@ 18.33 in #6@ 36.67 in I Footing Dimensions & Strengths I I Footing Design Results I Toe Width = 7.75 ft Heel Width = 7.50 Factored Pressure = 1,296 2,229 psf Total Footing Width = 15.25 Mu': Upward = 43,673 45,370 114 Footing Thickness = 36.00 in Mu': Downward = 18,199 53,320 ft4 Mu: Design = 25,474 7,949 ft-# Key Width = 12.00 in Actual 1-Way Shear = 10.63 7.98 psi Key Depth = 36.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 7.75 ft Toe Reinforcing = #7 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in 0.288 in2!ft Min.As % - = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: Not reqd: Mu c phi*51ambda5qrt(fc)*Sm Heel: Not req'd: Mu < phi*5lambda*sqrt(fc)*Sm Key: #4@ 10 in, #5@ 15.5 in, 86@ 18 in, #7@ 18 in, #8@ 18 in Min footing T&S reinf Area 11.86 in2 Min footing T&S relnf Area per foot 0.78 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 3.09 in #4@ 6.17 in #5© 4.78 in #5@ 9.57 in #6@ 6.79 In #6@ 13.58 in OVERTURNING RESISTiNG.... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs It ft4 Heel Active Pressure = 3,937.5 5.00 19,687.5 Soil Over Heel = 8,580.0 12.00 102,960.0 Surcharge over Heel = 1,193.2 7.50 8,948.9 Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = 1,625.0 12.00 19,500.0 Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = Axial Live Load on Stem = Seismic Earth Load = 882.0 5.00 4,410.0 Soil Over Toe = 3.88 = Surcharge Over Toe = Total 6,012.7 O.T.M. 330464 Stem Weight(s) = 1,482.0 8.19 12,142.0 Earth @ Stem Transitions = 201.7 8.58 1,731.0 = = Footing Weight = 6,862.5 7.63 52,326.6 ReslstlnglOverturnlng Ratio = 5.82 Key Weight = 450.0 8.25 3,712.5 Vertical Loads used for Soil Pressure = 19,201.2 lbs Vert. Component = Total = 19,201.2 lbs R,M.= 192,372.0 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed, or used for overturning but is included for soil calculation. resistance, pressure be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 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. Use menu Item Settings> Printing & Title Block Title 12MAXRETAlNING:WALkSURCHARGE Page: 3 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... This Wall in File: J:71-lrvine2019 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14ACl 530-13 Tilt I 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 Dell © Top of Wall (appro)imate only) 0.035 In The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe- Use menu item Settings> Printing & Title Block Title c14.MAXRETAlNING:WALk2:1, Page: 2 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... KW 58118 Cantilevered Retaining Wail Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths I Toe Width = 3.00 ft Heel Width = 3.00 Total Footing Width = 6.00 Footing Thickness = 24.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 4.00 ft fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover @ Top 2.00 © Btm= 3.00 in I Footing Design Results • let lieti Factored Pressure = 954 617 psf Mu': Upward = 4,040 1,798 ft4 Mu': Downward = 2,130 3,072 ft4 Mu: Design = 1,910 1,274 ft$ Actual 1-Way Shear = 5.14 2.56 psi Allow 1-Way Shear = 94.87 94.87 psi Toe Reinforcing = # 5 @ 12.00 in Heel Reinforcing = #5 @ 12.00 in Key Reinforcing = # 5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < ph151ambda5qrt(fc)5m Heel: Not req'd: Mu < phl5lambdasqrt(f'c)Sm Key: Not req'd: Mu < ph151ambda5qrt(f'c)'Sm Min footing T&S reinf Area 3.11 1n2 Min footing T&S reinf Area per foot 0.52 in2 ill If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 in #4@ 9.26 in #5@ 7.18 In #5@ 14.35 in #6@ 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft fl-# lbs it ft4 Heel Active Pressure = 1,284.0 2.39 3,067.4 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 2.00 Total 1,284.0 O.T.M. 3,067.4 ReslstlnglOverturnlng Ratio = 4.06 Vertical Loads used for Soil Pressure = 3,366.4 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weight = Key Weight = Vert. Component 1,026.7 4.83 4,962.2 149.7 5.22 781.9 1.50 390.0 3.33 1,300.0 1,800.0 3.00 5,400.0 4.50 Total = 3,366.4 lbs R.M. 12,444.1 If seismic Is included, the OTM and sliding ratios * Axial live load NOT included In total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. 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. ITilt I 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 Dell © Top of Wail (appro)dmate only) 0.016 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 Title t4MA(RETAlNiNG:WA1kSURCHARGE Page: 2 to set these five lines of Information Job U: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 I Footing Dimensions & Strengths I Toe Width = 3.00 it Heel Width = 3.00 Total Footing Width = 6.00 Footing Thickness = 24.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 it fc = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm 3.00 in I Footing Design Results IN had Factored Pressure = 796 978 psf Mu': Upward = 3,717 2,634 ft$ Mu': Downward = 2,130 4,007 ft4 Mu: Design = 1,587 1,373 ft4 Actual 1-Way Shear = 4.79 3.13 psi Allow 1-Way Shear = 94.87 94.87 psi Toe Reinforcing = #5 © 12.00 In Heel Reinforcing = # 5 © 12.00 In Key Reinforcing = #5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu 'C phi51ambda5qrt(fc)Sm Heel: Not req'd: Mu < phi*51ambda*sq,t(fc)*Sm Key: No key defined Min footing T&S reinf Area 3.11 in2 Min footing T&S reinf Area per foot 0.52 in2 At If one layer of horizontal bars: if two layers of horizontal bars: 04@ 4.63 in #4© 9.26 in #5@ 7.18 in #5© 14.35 in @10.19in #6©20.37in I Summary of Overturning & Resisting Forces & Moments OVERTURNING M RESISTING Force Distance oment Force Distance Moment Item lbs It ft4 lbs it ft4 Heel Active Pressure = 630.0 2.00 1,260.0 Surcharge over Heel = 477.3 3.00 1,431.8 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 2.00 Total 1,107.3 O.T.M. 2,691.8 ReslstlnglOverturnlng Ratio = 5.38 Vertical Loads used for Soil Pressure = 3,800.0 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth © Stem Transitions = Footing Weighl = Key Weight = Vert. Component = 1,026.7 4.83 4,962.2 583.3 4.83 2,819.4 1.50 390.0 3.33 1,300.0 1,800.0 3.00 5,400.0 Total = 3,800.0 lbs R.M. 14,481.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure cafcuiatlon. 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. hilt I 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 Deft @ Top of Wall (approximate only) 0.016 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. Use menu Item Settings> Printing & Title Block Title c6.MAX RETNNlNG:W*tk2:1 Page: 2 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... This Wail in File: J:71-lrvine2019 Projects19071-0021- Oakmont Carlsbad Senior Living-Retaining W RetainPro (C) 1957-2016, Build 11.16.07.15 License: KW.56058348 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS I Footing Dimensions & Strengths I I Footing Design Results Too Width = 3.00 it ]gg Heel Width = 4.00 Factored Pressure = 1.657 463 pat Total Footing Width = 7.00 Mu': Upward = 6,690 3,627 ft4 Footing Thickness = 24.00 in Mu': Downward = 2,130 7,916 ft4 Mu: Design = 4,560 4,289 ft4 Key Width = 12.00 in Actual 1-Way Shear = 11.63 6.65 psi Key Depth = 12.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 3.00 it Toe Reinforcing = #5 @ 12.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 © 12.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = #5 © 12.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: Not req'd: Mu < phi*51ambda*sqrt(fc)*Sm Heel: Not req'd: Mu 'C phi*51ambda*sqrt(fc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in,#6@ 18 in, #7@ 181n,#8@ 18 Min footing T&S relnf Area 3.63 in2 Min footing T&S relnf Area per foot 0.52 in2 m If one layer of horizontal bars: If two layers of horizontal bars: #4© 4.63 in #4@ 9.26 in #5@ 7.18 in 05@ 14.35 in #6© 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs It ft-# lbs ft ft-* Heel Active Pressure = 2,336.1 3.22 7,527.5 Soil Over Heel = 2,200.0 5.33 11,733.3 Surcharge over Heel = Sloped Soil Over Heel = 305.6 5.89 1,799.4 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = Axial Live Load on Stem = Seismic Earth Load = 235.2 2.67 627.2 Soil Over Toe = 1.50 = Surcharge Over Toe = Total 2,571.3 O.T.M. 8,154.7 Stem Weight(s) = 546.0 3.33 1,820.0 Earth @ Stem Transitions = = = Footing Weighl = 2,100.0 3.50 7,350.0 ResistlnglOverturnlng Ratio = 2.85 Key Weight = 150.0 3.50 525.0 Vertical Loads used for Soil Pressure = 5,301.6 lbs Vert. Component = Total = 5,301.6 lbs R.M. 23,227.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. 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. Tilt I 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 Dell © Top of Wall (approximate only) 0.033 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. I Footing Dimensions & Strengths • Toe Width = 3.00 it Heel Width = 4.00 Total Footing Width = 7.00 Footing Thickness = 24.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 3.00 it ft = 4,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm= 3.00 In Use menu item Settings> Printing & Title Block Title cW.MPCRETAININGWALhSURCHARGE Page: 2 to set these five lines of information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... KIN 111113" Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Design Results • 12111 HIIIIII Factored Pressure = 1,284 1,048 psf Mu': Upward = 5,626 6,029 ft$ Mu': Downward = 2,130 9,484 114 Mu: Design = 3,496 3,455 ft-# Actual 1-Way Shear = 9.58 5.79 psi Allow 1-Way Shear = 94.87 94.87 psi Toe Reinforcing = #5 @ 12.00 In Heel Reinforcing = #5 @ 12.00 in Key Reinforcing = #5 @ 12.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi51ambdasqrt(f'c)Sm Heel: Not req'd: Mu < phi*51ambda*sqrt(tc)Sm Key: #4@ 9.26 in, 95@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 3.63 1n2 Min footing T&S reinf Area per foot 0.52 1n2 ffi If one layer of horizontal bars: If two layers of horizontal bars: #4@ 4.63 In #4@ 9.26 in #5@ 7.18 in #5@ 14.35 in #6© 10.19 in #6@ 20.37 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs It 111:4 lbs it ft4 Heel Active Pressure = 1,120.0 2.67 2,986.7 Surcharge over Heel = 636.4 4.00 2,545.5 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 235.2 2.67 627.2 Total 1,991.6 O.T.M. 6,159.3 RoslstlnglOverturnlng Ratio = 4.20 Vertical Loads used for Soil Pressure = 5,829.3 lbs Soil Over Heel = 2,200.0 5.33 11,733.3 Sloped Soil Over Heel = Surcharge Over Heel = 833.3 5.33 4,444.4 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 1.50 Surcharge Over Toe = Stem Weight(s) = 546.0 3.33 1,820.0 Earth @ Stem Transitions = Footing Weighi = 2,100.0 3.50 7,350.0 Key Weight = 150.0 3.50 525.0 Vert. Component = Total = 5,829.3 lbs R.M.= 25,872.8 If seismic is Included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but Is included for soil pressure calculation. 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. ITilt I 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 Defi @ Top of Wail (appro)imate only) 0.025 In The above calculation is not valid if the heel and bearing pressure exceeds that of the toe. because the wail would then tend to rotate into the retained soil. Use menu Item Settings> Printing & Title Block Title c8! MAX RNING:WALh2:1 Page: 2 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... This Wall in File: J:71-lrvIne2019 Projects19071-0021- Oakmont Carlsbad Senior Living-Retaining W RotainPro (C) 1987.2016, BuIld 11.16.07.16 Ucense: 8058U8 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: DCI ENGINEERS Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.1742 in2/ft (4/3) * As: 0.2323 in21ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(10.1875)/60000: 0.4075 1n2/ft Min Stem T&S Reinf Area per It of stem Height: 0.288 in2/ft 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2592 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 in2/ft #6@ 18.33 in #6© 36.67 in I Footing Dimensions & Strengths I I Footing Design Results Toe Width = 4.00 ft Heel Width = 4.00 Factored Pressure = 2,297 240 psf Total Footing Width = 8.00 Mu': Upward = 15,632 2,239 ff4 Footing Thickness = 30.00 In Mu': Downward = 4,128 7,371 ff4 Mu: Design = 11,504 5,132 it-* Key Width = 12.00 In Actual 1-Way Shear = 8.61 8.90 psi Key Depth = 18.00 In Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 4.00 t Toe Reinforcing = #7 @ 9.00 in fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = # 5 @ 12.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = # 5 @ 12.00 in Mm. AS % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm 3.00 in Toe: Not req'd: Mu < phl*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu 'C ph151ambda5qrt(fc)Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6© 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area 5.18 in2 Min footing T&S reinf Area per foot 0.65 in2 1ff If one layer of horizontal bars: If two layers of horizontal bars: #4@ 3.70 in #4@ 7.41 in #5@ 5.74 in #5@11.48in #6@ 8.15 in 06@ 16.30 in I Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs it ff4 lbs it ff4 Heel Active Pressure = 3,600.0 4.00 14,400.0 Soil Over Heel = 2,640.0 6.50 17,160.0 Surcharge over Heel = Sloped Soil Over Heel = 247.5 7.00 1,732.5 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 411.6 3.50 1,440.6 Soil Over Toe = 2.00 = Surcharge Over Toe = Total 4,011.6 O.T.M. 15,840.6 Stem Weight(s) = 990.0 4.43 4,390.0 Earth @ Stem Transitions = 146.7 4.83 708.9 = = Footing Weight = 3,000.0 4.00 12,000.0 Resisting/Overturning Ratio = 2.34 Key Weight = 225.0 4.50 1,012.5 VerticalLoads used for Soil Pressure = 7,249.2 lbs Vert. Component = Total = 7,249.2 lbs R.M. 37,003.9 If seismic is included, the OTM and sliding ratios Axial live load NOT included in total displayed or used for overturning resistance, but is Included for calculation. be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 soil pressure 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. Use menu Item Settings> Printing & Title Block Title c8MAXRETMNiNG:W*Lk2:11D Page: 3 to set these five lines of Information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... This Wall In File: J:71-IrvIne2019 Projects19071 -0021- Oakmont Carlsbad Senior Living-Retaining W RetainPro (c) 1987-2016, Build 11.16.07.18 License: KW-06058W Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACi 530-13 License To: DCI ENGINEERS Tilt I Horizontal Deflection at TOD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (appro)imate only) 0.051 in 2,640.0 6.50 17,160.0 750.0 6.50 4,875.0 2.00 990.0 4.43 4,390.0 146.7 4.83 708.9 3,000.0 4.00 12,000.0 225.0 3.50 787.5 Use menu Item Settings> Printing & Title Block Title 8M(1RTAINlNG:W*LkSURCHARGE Page: 2 to set these five lines of Information Job #: DSgnr MG Date: 22 OCT 2019 for your program. Description.... This Wall In File: J:71-lrvine2019 Projects19071-0021 - Oakmont Carlsbad Senior Living-Retalninu W Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 S Concrete Stem Reber Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.2198 In2Ift (413) As: 0.2931 In2Ift Min Stem T&S Reinf Area 1.152 1n2 200bdfiy : 200(12)(10.1875)/60000: 0.4075 in2lft Min Stem T&S Reinf Area per it of stem Height 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.2931 1n2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 0.31 1n2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 2.2081 1n2/ft 06@ 18.33 in #6@ 36.67 in I Footing Dimensions & Strengths I Footing Design Results • Toe Width = 4.00 It 111111 L1111121 Heel Width = 4.00 Factored Pressure = 1,837 876 psf Total Footing Width = 8.00 Mu': Upward = 13,417 4,482 1114 Footing Thickness = 30.00 in Mu': Downward = 4,128 8,577 ft4 Mu: Design = 9,289 4,095 1114 Key Width = 12.00 in Actual 1-Way Shear = 6.71 7.73 psi Key Depth = 18.00 in Allow 1-Way Shear = 94.87 94.87 psi Key Distance from Toe = 3.00 ft Toe Reinforcing = #5 © 12.00 In fc = 4,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #5 @ 12.00 in 0.288 1n2!ft Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi51ambda5qr1(fc)Sm Heel: Not req'd: Mu < phi*5lambda*sqrt(fc)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, © 18 in. #7@ 18 in, #8@ 18 of Overtumina & Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 3.70 in #5@ 5.74 in @ 8.15 in 5.18 in2 0.65 in2 lIt If two layers of horizontal bars: #4@ 7.41 in #5@ 11.48 in 06@ 16.30 In ..... RESISTING ..... Force Force Distance Moment Item lbs 114 lbs it ft4 Heel Active Pressure = 1,929.4 3.50 6,752.8 Surcharge over Heel = 835.2 5.25 4,384.9 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 411.6 3.50 1,440.6 Total 3,176.2 O.T.M. 12,578.4 Resisting/Overturning Ratio = 3.17 Vertical Loads used for Soil Pressure = 7,751.7 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Axial Live Load on Stem = Soil Over Toe = Surcharge Over Too = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert. Component = If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral sod pressure IS NOT considered in the calculation of Overturning Resistance. Total= 7,751.7 lbs R.M.= 39,921.4 A)dal live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu Item Settings> Printing & Title Block Title 8MaXRETAlNiNG:WALkSURCHARGE Page: 3 to set these five lines of information Job #: Dsgnr MG Date: 22 OCT 2019 for your program. Description.... Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14ACi 530-13 Tilt Horizontal I 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 Defi @ Top of Wail (appro)imate only) 0.041 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 STRUCTURAL - GENERAL NOTES GENERAL REQUIREMENTS GOVERNING CODE: The design and construction of this project is governed by the "California Building Code (CBC)", 2016 Edition, hereafter referred to as the CBC, as adopted and modified by the City of Carlsbad, CA understood to be the Authority Having Jurisdiction (AHJ). REFERENCE STANDARDS: Refer to Chapter 35 of 2016 CBC. Where other Standards are noted in the drawings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code does not relieve the contractor from compliance with the entire standard. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project and are not intended to show all details of the work. STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of the primary retaining wall in its completed form. MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of construction and all job related safety standards such as OSHA and DOSH (Department of Occupational Safety and Health). The contractor is responsible for means and methods of construction related to the intermediate structural conditions (i.e. movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, etc). BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered professional engineer for the design of any temporary bracing and shoring. TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the retaining wall during construction and shall provide temporary shoring, bracing and other elements required to maintain stability until the retaining wall is complete. INSPECTIONS. QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official in accordance with CBC 110.3. Contractor shall coordinate all required inspections with the Building Official. SPECIAL INSPECTIONS. VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shall be done in accordance with CBC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS listed in these drawings SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to CBC Chapter 18 "Soils and Foundations." GEOTECHNICAL REPORT: Recommendations contained in Oakmont of Carlsbad and Project No. 06442-32-39 by Geocon Incorporated dated May 20, 2019 were used for design. CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall follow the recommendations specified therein including, but not limited to, subgrade preparations, pile installation procedures, ground water management and steep slope Best Management Practices." GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub-grades and prepared soil bearing surfaces, prior to placement of foundation reinforcing steel and concrete. Geotechnical Engineers shall provide a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown below. DESIGN SOIL VALUES: Safety Factor per Soils Report..........................................1.5 Allowable Foundation Bearing Pressure...........................2500 PSF Passive Lateral Pressure..................................................300 PSF/FT Active Lateral Pressure (unrestrained).............................35 PSF/FT Seismic Lateral Pressure .................................................14H PSF FOR H>8' Coefficient of Sliding Friction ............................................0.35 FOUNDATIONS and FOOTINGS: Foundations shall bear on compacted structural fill as per the geotechnical report. Exterior perimeter footings shall bear not less than 18 inches below finish grade, unless otherwise specified by the geotechnical engineer and/or the building official. CAST-IN-PLACE CONCRETE REFERENCE STANDARDS: Conform to: ACI 301-10 "Specifications for Structural Concrete" CBC Chapter 19 "Concrete" ACI 318-14 "Building Code Requirements for Structural Concrete" ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications for Structural Concrete (ACI 301) with Selected ACI and ASTM References." CONCRETE MIXTURES: Conform to ACI 301 Section 4 "Concrete Mixtures" and CBC Section 1904.1. MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials" for requirements for cementitious materials, aggregates, mixing water and admixtures. TABLE OF MIX DESIGN REQUIREMENTS Member Strength Test Age Nominal Exposure Max Air Notes Type/Location fc (psi) (days) Maximum Class W/C Content (1 to 8 Typical Aggregate Ratio UNO) Foundations 4000 28 1" Site Retaining Walls 4000 28 1" - 0.45 5% - Table of Mix Design Requirements Notes: W/C Ratio: Water—cementitious material ratios shall be based on the total weight of cementitious materials. Maximum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements given in ACI 318 Section 19.3. Cementitious Materials: The use of fly ash, other pozzolans, silica fume, or slag shall conform to ACI 318 Sections 19.3.2 and 26.4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and approved otherwise by SER. For concrete used in elevated floors, minimum cementitious-materials content shall conform to ACI 301 Table 4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for review and acceptance. C. Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26.4.1.1.1(a). Air Content: Conform to ACI 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is ±1-'/2%. Air content shall be measured at point of placement. Aggregates shall conform to ASTM C33. Slump: Conform to ACI 301 Section 4.2.2.2. Slump shall be determined at point of placement. (6) Chloride Content: Conform to ACI 318 Table 19.3.2.1. Non- chloride accelerator: Non-chloride accelerating admixture may be used in concrete placed at ambient temperatures below 50°F at the contractor's option. ACI 318, Section 19.3.1.1 exposure classes shall be assumed to be [S2], unless different exposure classes are listed in the Table of Mix Design Requirements that modify these base requirements. Modulus of Elasticity shall be a minimum of 57,000 x *c for all mix designs. Shrinkage Limit: Concrete used in elevated slabs and beams shall have a shrinkage limit of [0.045%] at 28 days measured in accordance with ASTM C157. Submit laboratory test results to SER for approval prior to construction. FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories." Removal of Forms shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c MEASURING. MIXING, AND DELIVERY: Conform to ACI 301 Section 4.3. HANDLING, PLACING. CONSTRUCTING AND CURING: Conform to ACI 301 Section 5. In addition, hot weather concreting shall conform to ACI 305R-10 and cold weather concreting shall conform to ACI 306R-10. CONSTRUCTION JOINTS: Conform to ACI 301 Sections. 2.2.2.5, 5.2.2.1 and 5.3.2.6. Construction joints shall be located and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section 5.1.2.3a for review and approval by the SER two weeks minimum prior to forming. Use of an acceptable adhesive, surface retardant, portland cement grout or roughening the surface Is not required unless specifically noted on the drawings. EMBEDDED ITEMS: Position and secure in place expansion joint material, anchors and other structural and non- structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and architectural drawings and coordinate other embedded items. CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM: Concrete shrinks and continues to shrink for up to two years after construction and as a result, cracking will typically occur. These cracks do not typically impair the integrity of the structure. However, DCI recommends a one-time crack repair and maintenance program be implemented for those slabs exposed to water or chemicals. The maintenance program shall consist of: Determine cracks in the structure to be repaired Repair cracks The owner should reserve funds for this one time maintenance program, which is to take place two years after the completion of construction. Even though cracking is normal and most often not structurally significant, when cracking occurs during construction the contractor shall contact the Engineer for review. STRENGTH TESTING AND ACCEPTANCE: Testing: Obtain samples and conduct tests in accordance with ACI 301 Section 1.6.3.2. Additional samples may be required to obtain concrete strengths at alternate intervals than shown below. Cure 4 cylinders for 28-day test age test I cylinder at 7 days, test 2 cylinders at 28 days, and hold I cylinder in reserve for use as the Engineer directs. After 56 days, unless notified by the Engineer to the contrary, the reserve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design requirements. Acceptance. Strength is satisfactory when: The averages of all sets of 3 consecutive tests equal or exceed the specified strength. No individual test falls below the specified strength by more than 500 psi. A "test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at the specified test age. CONCRETE PLACEMENT TOLERANCE: Conform to ACI 117-10 for concrete placement tolerance. REFERENCE STANDARDS: Conform to: ACI 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement and Reinforcement Supports." ACI SP-66(04)"ACI Detailing Manual" CRSI MSP-09, 28th Edition, "Manual of Standard Practice." ANSI/AWS Dl .4: 2005, "Structural Welding Code - Reinforcing Steel." CBC Chapter 19-Concrete. ACI 318-14 "Building Code Requirements for Structural Concrete." ACI 117-10 "Specifications for Tolerances for Concrete Construction and Materials" MATERIALS: Reinforcing Bars ..................................ASTM A615, Grade 60, deformed bars. ASTM A706, Grade 60, deformed bars. FABRICATION: Conform to ACI 301, Section 3.2.2. "Fabrication", and ACI SP-66 "ACI Detailing Manual." WELDING: Bars shall not be welded unless authorized. When authorized, conform to ACI 301, Section 3.2.2.2. "Welding", AWS D1.4, and provide ASTM A706, grade 60 reinforcement. PLACING: Conform to ACI 301, Section 3.3.2 "Placing." Placing tolerances shall conform to ACI .117. CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Concrete cast against earth ................................. 3" Concrete exposed to earth or weather................2" Bars in walls ........................................................ SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to "Typical Lap Splice and Development Length Schedule" for typical reinforcement splices. Splices indicated on individual sheets shall control over the schedule. Mechanical connections may be used when approved by the SER. FIELD BENDING: Conform to ACI 301 Section 3.3.2.8. "Field Bending or Straightening." Bar sizes #3 through #5 may be field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars. Bars shall not be bent past 45 degrees. REINFORCED UNIT MASONRY REFERENCE STANDARDS: Conform to: CBC Chapter 21 "Masonry." ACI 530-13/ASCE 5-13/TMS 402-13 "Building Code Requirements for Masonry Structures." Herein referenced as MSJC. ACI 530.1-13/ASCE 6-I3ITMS 602-13 Specification for Masonry Structures." Herein referenced as MSJC.1. ACI SP-66 -ACI Detailing Manual" including ACI 315 "Details and Detailing of Concrete Reinforcement." ANSI/AWS D1.4 "Structural Welding Code - Reinforcing Steel." SUBMITTALS: Conform to MSJC.1 Section 1.5. Submit shop drawings for review including: Masonry reinforcement, size, layout, and grade in accordance with plans. Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certifying compliance with required strength, grade and ASTM standards. Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Proportion Specification STRENGTH: The assumed compressive strength of the masonry assemblage, I'm, is 2000 psi based on MSJC.1 Section 1.413 for concrete and clay masonry. MATERIALS: Concrete Masonry Units: Conform to ASTM C-90-14, Type-I (moisture controlled), medium weight (approx. 115 PCF) units. Provide 2000 psi compressive strength to achieve masonry assembly strength indicated above under STRENGTH. Mortar: Conform to ASTM C270, Type S, and CBC Section 2103.2 "Mortar." Grout: Conform to ASTM C476 and CBC Section 2103.3 Proportion Specifications. Reinforcing Bars: Conform to ASTM A615, Grade 60 deformed bars and CBC Section 2103.14 unless noted otherwise. Lap Splices shall be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 2.7. Joint Reinforcement: Conform to ASTM A951 and CBC Section 2103.4. Anchors. Ties and Accessories: Conform to CBC Section 2103.4 and MSJC.1 Section 2.41). Water: Shall be clean and potable. Admixtures: Admixtures shall not be used unless approved by SER. Second-Hand Units: Shall not be used unless approved by SER. QUALITY ASSURANCE(fm=2000 øsi): Conform to CBC Section 2105 "Quality Assurance". Masonry Units: A letter of certification from the manufacturer of the units shall be provided to the SER prior to the delivery of the units to the jobsite to ensure the units comply with the compressive strength specified above and ASTM C-90-14. Mortar: No mortar testing is required. Grout: A letter of certification from the supplier of the grout shall be provided to the SER prior to delivery of the grout to the jobsite to ensure that the grout complies with ASTM C 476. DELIVERY, STORAGE AND HANDLING: Delivery, storage and handling of materials used for masonry construction shall be per MSJC.1, Section 1.7. SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" section of the STRUCTURAL GENERAL NOTES. MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in accordance with CBC Sections 2106, 2107, and MSJC Section 6.1. Masonry shall be constructed within the tolerances specified in the MSJC. Unless otherwise noted on the plans, the minimum wall reinforcement shall be as follows: Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at all floor and roof lines and at the top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2'-0" past the opening at each side. Provide a bar or bars vertically for the full height of the wall at each side of openings, wall ends and intersections. Dowels to masonry walls shall be embedded a minimum of 1'-6" or hooked into the supporting structure and be of the same size and spacing as wall reinforcing. Reinforcing steel shall be as specified under "MATERIALS" Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bars shall be lapped a minimum 48 diameters or 1'-6" minimum unless noted on the plans. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on drawings. Do not splice reinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the plans, the minimum reinforcement for lintels in 8" masonry shall be as follows: fj) Openings up to 42 inches wide: (2) #4 at bottom web of 8 inch deep lintel. Openings 42 to 78 inches wide: (2) #4 at bottom web of 16 inch deep lintel. {) Openings over 78 inches wide: Reinforce per drawings CONSTRUCTION: Masonry shall be constructed in accordance with CBC Section 2104 "Construction", and MSJC.1 Part 3 "Execution." COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with MSJC.1 Section 1.8C and 1.81). BLOCK PATTERN: Use running bond unless noted otherwise. GROUTED CELLS: Fill all cells with grout unless noted otherwise on plans. Minimum grouting spaces and construction shall be in accordance with MSJC Section 3.2 and MSJC.1 Section 3.5. GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC.1 Section 3.5C. Masonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour, see temporary bracing. GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 5ft 4in. Grout Lifts shall not exceed spacing of Intermediate reinforced bond beams. Grout Lifts exceeding 5ft 4in shall be approved by SER. REINFORCING COVER AND CLEARANCE REQUIREMENTS: Unless otherwise noted: Clear distance between parallel bars (and between adjacent pairs of lap spliced bars) shall be equal to the adjacent bar diameter (for bars greater than #8), and not less than: 1" at 8" and smaller block, 2" at 10" block 3" at 12" block. Clearance (clear space) between the block and the reinforcing shall be: 'h"at fine grout 'h" at course grout. Masonry Cover (including grout and block wall) at masonry face exposed to earth or weather shall be: 1 1/2" minimum 2" for bars #6 and larger. CONTROL AND EXPANSION JOINTS: Reference Drawings for typical details of Masonry Control and Expansion Joints. Location of control and expansion joints shall be approved by SER. Unless otherwise indicated on drawings, install control and expansion joints at the following: U) Continuous Walls: Vertical joints at the lesser of 1.5 times the wall height or 25 feet on center maximum. ) Corners and Intersecting Walls: First vertical joint from the corner at lesser of 1.25 times the wall height or 16 feet. ) Abrupt changes in wall height and wall thickness, such as adjacent to columns or pilasters. TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction. Reference "CONTRACTOR RESPONSIBILITIES" section for further information and requirements. SPECIAL INSPECTIONS The following Statement and Schedules of Inspections are those Special Inspections and Tests that shall be performed for this project. Special Inspectors shall reference these plans and CBC Chapter 17 for all special inspection requirements. The owner shall retain an "approved agency" per CBC 1703 to provide special inspections for this project. Special Inspectors shall be qualified persons per CBC 1704.2.1. Special inspection reports shall be provided on a weekly basis. Submit copies of all Inspection reports to the Engineer and the Authority Having Jurisdiction for review. In addition to special inspection reports and tests, submit reports and certificates noted in CBC 1704.5 to the Authority Having Jurisdiction. Final special inspection reports will be required by each special inspection firm per CBC 1704.2.4. STATEMENT OF SPECIAL INSPECTIONS: This statement of Special Inspections has been written with the understanding that the Building Official will: - Review and approve the qualifications of the Special Inspectors - Monitor the special inspection activity on the project site to assure that Special Inspectors are qualified and performing their duty as state within this statement. - Review all Special Inspection Reports submitted to them by the Special Inspector - Perform inspections as required by CBC Section 110.3. SCHEDULES OF SPECIAL INSPECTIONS: TABLE 1705.6 REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS PERIODIC SPECIAL TYPE CONTINUOUS SPECIAL INSPECTION INSPECTION Verify materials below shallow foundations are adequate to achieve the design bearing - X capacity Verify excavations are extended to proper - x depth and have reach proper material Perfonn classification and testing of - x compacted fill materials Verify use of proper materials, densities and list thickness during placement and x - compaction of compacted fill Prior to placement of compacted fill, Inspect subgrade and verify that site has - . x been prepared property TABLE 1705.3 REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION CONTINUOUS PERIODIC REFERENCED CBC TYPE SPECIAL SPECIAL STANDARD REFERENCE INSPECTION INSPECTION inspect reinforcement and verify x ACI 318 Ch. 20. 25.2. 1908.4 placement. - 25.3, 26.6.1-26.6.3 Verify use of required design mix - X ACI 318: Ch. 19, 26.4.3. 26.4.4 1904.1, 1904.2, 1908.2, 1908.3 Prior to concrete placement, fabricate specimens, for strength ASTM C172 tests, perform slump and air content X - ASTM C31 1908.10 tests, and determine the ACI 318:26.12 temperature of the concrete Inspect concrete placement for x - 1908.6, 1908.7, 1908.8 proper application techniques ACI 318:26.5 Verify maintenance of specified - ACI 318 :26.5.3 - 1908.9 curing temperature and techniques 26.5.5 Inspect formwork for shape, location and dimensions of the concrete - X ACI 318:26.11.1.2(b) - member being formed REQUIRED SPECIAL INSPECTIONS AND TESTS OF MASONRY CONSTRUCTION LEVEL B MINIMUM TESTS Verification of Slump flow and Visual Stability Index (VSI) as delivered to the project site In accordance with Article 1.5.B.1.b.3 for self-consolidating grout Verification of I'm and fMc in accordance with Article 1.48 prior to construction, Except where specifically exempt by the Code MINIMUM SPECIAL INSPECTION REFERENCE FREQUENCY(a) FREQUENCY(S) FOR REFERENCE INSPECTION TASK FOR CRITERIA CRITERIA TMS 402/ TMS 602/ Continuous Periodic ACI 5301 ACI 530.1! ASCE5 ASCE6 1. Verification compliance with the approved submittals - X Art 1.5 2. As masonry construction begins, verify that the following are in compliance proportions of site-prepared mortar - X Art 2.1,2.6A Construction of mortar joints - X Art 3.3 B Properties of thin-bed mortar for ACC Art. 2.1 C masonry 3. Prior to grouting, verify that the following are In compliance: Grout space - X Art. 3.2 D, 3.2 F. Grade, type and size of reinforcement and anchor bolts, and pre-stressing tendons - X Art. 2.4, 3.4 and anchorages Placement of reinforcement, connectors. Art. 3.2 E. and pro-stressing tendons and - X 3.6 A 3 .4, anchorages Proportions of site-prepared grout and x Art. 2,6 B, pro-stressing grout for tendons - 2.4 G.1.b Construction of mortar joints - X Art. 3.3 B 4. Verify during construction: Size and location of structural elements - X Art. 3.3 F Type, size, and location of anchors. Including other details of anchorage of Section 1.2.1(e), masonry to structural members, frames, - X 6.1.4.3. 6.2.1 or other construction Section 8.1.6.7.2, Welding reinforcement X - 9.3.3.4 (c), 11.3.3.4(b) Preparation, construction, and protection of masonry during cold weather (temperature below 40°F (4.40C)) or hot - Art. 1.8 C. weather (temperature above 90°F 1.8 D (32.2°C)) a. Application and measurement of pro- - Art. 3.6 B stressing force 1. Placement of grout and pro-stressing grout for bonded tendons Is In compliance X - Art. 3.5, 3.6 C g. Placement of MC masonry units and )(O') x(c) Art. 3.3 B.9, 3.3.FI.b construction of thin-bed mortars Art. 1.4 B.2.a.3, 1.4 5. Observe preparation of grout specimens. - X B.2b.3, 1.4 B.2.c.3, mortar specimens, and/or prisms . 1.4 B.3. 1.4 B.4 Frequency refers to the frequency of Special Inspection, which may be continuous during the task listed or periodic during the Hated task, as defined In the table Required for the first 5000 square feet of ACC masonry Required after the first 5000 square feet of ACC masonry 01400 GRADE 60 REINFORCING BAR Sim rL I MISCELLANEOUS BARS TOP BARS (see now #5) HOOKED BARS 5Ld S_ Ljdh 1 15 1 19 19 25 f41 19 1 25 25 33 10 IS1 24 1 31 31 41 1 12 IS 29 1 37 37 49 1 15 17 42 54 54 71 1 17 Ia 48 62 62 81 19 lB 54 70 70 91 22 #10 61 79 79 102 25 III 67 87 87 114 27 114 81 N/A 105 N/A 33 j 108 N/A N/A 43 DCI ENGINEERS IS RESPONSIBLE FOR THE STRENGTH AND STABILITY OF THE RETAINING WALL IN ITS COMPLETED FORM NOTES: I. ALL TABUtA1Th VNJJES ARE IN INdIES. 2. VALUES FOR WIOWIIW RED8ORCVID AND NORMIL V&Dff 60WCRETE MN CLEAR WACINC > db CLEAR db HID MOWN STIRRUPS OR lIES 1IINOUGHOUF Ld OR CLEAR SPINO > 2db AND ã.EAR COVER > db TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE 01400 REINFORCING SIZE GRADE 40 GRADE 60 #4 20 24 #5 25 30 #6 30 36 #7 35 42 #8 40 48 NOTES: L. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS SPECIFICALLY NOTED ON DRAWINGS. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". ALL TABULATED VALUES ARE IN INCHES. TYPICAL LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE FOR STRUCTURAL MASONRY 01402 SCALE: NONE