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Home My WebLink AboutCT 14-09; Uptown Bressi Ranch; Structural Calculations Addendum 1-Uptown Bressi Ranch Phase 2 Retaining Walls for Rick Engineering Company; 2017-12-05Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 281 • 4.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 2 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To: R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 1.67 ~ 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results ) ~ ~ Factored Pressure 2,203 O psf Mu' : Upward 930 18 ft-# Mu' : Downward 328 571 ft-# Mu: Design 602 553 ft-# Actual 1-Way Shear 10.70 7.29 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi•5•1ambda•sqrt(f crsm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.69 in2 0.26 in2 !ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 568.2 1.78 1,009.5 54.0 5.33 287.8 622.2 0 .T.M. 1,297.3 Vertical Loads used for Soil Pressure = 1.87 1,678.9 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Siem = • Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions = Footing Weigh1 Key Weight Vert. Component lbs ft ft-# 563.1 2.17 1,220.1 50.0 260.0 405.7 400.1 1.33 1.33 0.50 1.33 1.33 0.50 66.7 130.0 541.0 533.5 Total = 1,628.9 lbs R.M.= 2,424.5 • Axial live load NOT included in total displayed, or used for overturning 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 Horizonta l Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.079 in The above calculalion ,s not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil Page 3 • Title BressJ Ranch Job#: 17058 Dsgnr: EAS Description .... Wall 2B1 • 4.83' Page: 3 Date: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 4.83' Design Height, 2.33' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page4 Title BressJ Ranch Job#: 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .... Wall 261 • 4.83' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.()6067965 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Development length for#4 bar specified in this stem design segment= Hooked embedment length into footing for #4 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 In 12.00 in 6.00 in 0.1500 in2/ft 0.2354 in2/ft Page 5 ' i Tille BressJ Ranch Job#: 17058 Dsgnr: EAS Description .... Wall 2B1 -4.83' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2-Cales (In SD 07112017 and In SLC)\17058-bressl r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 l Design Summary • ,,s.te.m .. C•o•n•s•t•ru•c•t•io•n ...... •~B~o=tt=o~mc.,,.~~~~~~~~~~~~~~-' -Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = = 1.33 Ratio < 1.51 1.27 Ratio < 1.51 1,679 lbs 11.19 in Soil Pressure@ Toe = 2,791 psi OK Soil Pressure @ Heel = D psi OK Allowable = 3,333 psi Soil Pressure Less Than Allowable ACI Factored @ Toe 3,907 psi ACI Factored @ Heel O psi Fooling Shear@ Toe Fooling Shear@ Heel Allowable Sliding Cates Lateral Sliding Force less 100% Passive Force= less 100% Friction Force = Added Force Req'd = ... .for 1.5 Stability 16.5 psi OK 8.4 psi OK 82.2 psi 856.0 lbs 520.0 lbs 570.1 lbs 0.0 lbs OK 193.9 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors------------- Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" Masonry Design Method LRFD Thickness 8.00 Rebar Size # 4 Rebar Spacing = 16.00 Rebar Placed at = Center Design Data -------------------------- fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment ... Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = lbs= lbs= ft-#= ft-#= = psi= psi= psi= in2= in= 0.719 941.6 1,707.9 2,390.6 10.3 90.0 91.50 3.75 MasonryData -------------------------~ rm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = = psi= in= = 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight LRFD Concrete Data -------------------------- fc Fy psi= psi= Page 11 ; : Title Brass/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B1 -4.83' -seismic This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 3 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 1.67 2.67 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results I ~ !:!ill Factored Pressure 3,907 0 psf Mu' : Upward 1,412 0 fl-# Mu' : Downward 328 571 fl-# Mu: Design 1,084 571 fl-# Actual 1-Way Shear 16.54 8.39 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover @Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.69 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@ 40.74 in .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total Resisting/Overturning Ratio 568.2 54.0 169.6 64.2 856.0 Vertical Loads used for Soil Pressure = 1.78 5.33 1.78 3.42 O.T.M. 1,009.5 287.8 301 .4 219.2 1,81 7.9 1.33 1,678.9 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 Weigh1 Key Weight Vert. Component lbs ft ft-# 563.1 2.17 1,220.1 1.33 50.0 1.33 66.7 260.0 0.50 130.0 405.7 1.33 541.0 400.1 1.33 533.5 0.50 Total = 1,628.9 lbs R.M.= 2,424.5 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed, or used for overturning 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 so il (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.140 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 so11. Page 12 • Title Bress, Ranch Job# : 17058 Dsgnr: EAS Description •••. Wall 2B1 -4.83' -seismic. Page: 4 Date: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressl r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 4.83' Design Height, 2.33' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 13 _I --'\ Title BressJ Ranch Job#: 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .... Wall 2B1 -4.83' -seismic This Wall in File: S:117117058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License ; KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem design segment= Hooked embedment length into footing for #4 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 12.00 in 6.00 in 0.1500 in2/ft 0.3201 in2/lt Page 14 I Tille Bress~ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP • 5.0' This Wall in File: S:117117058 -Bressi Ranch\2-Cales (In SD 07112017 and in SLC)\17058-bressi r Page: 2 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING INC. Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (413) •As: 200bdlfy: 200(12)(4)/60000 : 0.0018bh: 0.0018(12)(8): Vertical Reinforcing 0.1049 in2/ft Horizontal Reinforcing 0.1399 in2/ft Min Stem T&S Rein! Area 0.960 ln2 0.16 in2/ft Min Stem T&S Rein! Area per ft of stem Height: 0.192 in2/ft 0.1728 in2/ft Horizontal Reinforcing Options : ============ One layer of : Two layers of : Required Area : 0.1728 ln2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in21ft #6@ 27.50 in #6@ 55.00 In I Footing Dimensions & Strengths • Footing Design Results • Toe Width 1.00 ft Il!l! ~ Heel Width 2.00 Factored Pressure 2,315 O psf Total Fooling Width 3.00 Mu': Upward 1,007 111 ft-# Footing Thickness Key Width Key Depth Key Distance from Toe re = 3,ooo psi Fy = Footing Concrete Density 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Mu' : Downward = 246 853 ft-# Mu: Design = 761 742 ft-# Actual 1-Way Shear = 4.54 8.93 psi Allow1-WayShear = 82.16 82.16 psi Toe Reinforcing #4@ 16.00 in Heel Reinforcing = # 4 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Min.As% Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@20.37 in, #7@ 27.78 In, #8@ 36.57 in, #9@46 Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)"Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 0.26 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26in #5@ 14.35 in #6@20.37in #5@28.70ln #6@40.74in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 720.0 2.00 1,440.0 54.0 5.50 297.0 774.0 O.T.M. 1,737.0 Vertical Loads used for Soil Pressure = = 2.01 2,126.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over 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 • •••• RESISTING ..... Force Distance Moment lbs fl ft-# 866.7 2.33 2,022.2 1.33 50.0 1.33 66.7 260.0 0.50 130.0 500.0 1.33 666.7 450.0 1.50 675.0 0.50 Total= 2,076.7 lbs R.M.= 3,493.9 • Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Page 20 Tille Brass/ Ranch Job # : 17058 Dsgnr: EAS Page : 3 Date: 28 AUG 2017 Description .... Wall 2B2 CIP -5.0' This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (I n SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. [ Tilt I Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.077 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 Code: CBC 2016,ACI 318-14,ACI 530-13 Page 21 Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .... Wall 2B2 CIP • 5.0' This Wall in File: S:117117058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.06057955 License To: R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for#5 bar specified in this stem design segment= Development length for #5 bar specified in this stem design segment = Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 In 18.00 in 7.12 In 0.2325 in2/ft 0.1728 in2/ft Page 23 I ' ' __ ! ,- '- I 1 __ 1 ' ' I (_ I Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .••• Wall 2B2 CIP -s.o· -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:117117058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.(16057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Design Summary • ~1.s.te.m .. C•o•n•s•tr•u•c•ti•o•n ..... •~B_o_tt_om~~~~~~~~~~~~~~-' • Stem OK Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 1.42 Ratio < 1.51 1.16 Ratio< 1.51 2,127 lbs 11.76 in Soil Pressure@ Toe = 2,727 psi OK Soil Pressure @ Heel = O psi OK Allowable = 3,467 psi Soil Pressure Less Than Allowable ACI Factored@ Toe 3,818 psi ACI Factored @ Heel O psi Footing Shear@ Toe 8.2 psi OK Footing Shear@ Heel 12.5 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd .... for 1.5 Stability = 1,073.6 lbs 520.0 lbs 726.8 lbs 0.0 lbs OK 363.6 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors------------- Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Fig ft= 0.00 Wall Material Above "Ht" Concrete Design Method LRFD Thickness 8.00 Rebar Size # 5 Rebar Spacing 16.00 Rebar Placed at = Center Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Momant ... Actual Service Level Strength Level Moment ..... Aflowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft,#= ft-#= = psi= psi= psi= in2= in= 0.612 1,221.8 2,385.4 3,898.0 25.5 75.0 4.00 Masonry Data -------------------------- fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= psi= = 100.0 = Normal Weight LRFD ConcreteData -------------------------- fc Fy psi= 2,500.0 psi= 60,000.0 Page 29 ' I I - _J I , ' __ ! ,--, • i Title Bress! Ranch Job # : 17058 Dsgnr: EAS Page : 4 Date: 28 AUG 2017 Description .... Wall 262 CIP -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. l Tilt I Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pci 0.126 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. Code: CBC 2016,ACI 318-14,ACI 530-13 Page 31 I : ' i ' ! Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -5.0' -seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetaJnPro (c) 1987-2017, Build 11,17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 5.0' Design Height (GIP), 3.0' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 32 Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 6 Date: 28 AUG 2017 Description .... Wall 2B2 CIP -5.0' -seismic This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and In SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = Development length for#S bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified In this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 23.40 in 18.00 in 6.60 In 0.2325 in2/ft 0.1600 in2/ft Page 33 J ,---, Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP • 6.5' This Wall in File: S:117117056 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17056 -bressi r Page: 2 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Detai Is 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(4)/60000 : 0.0016bh: 0.0016(12)(6): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy : 200(12)(4)/60000 : 0.001Bbh: 0.0018(12)(8): Required Area : Provided Area : Vertical Reinforcing 0.0514 in2/ft 0.0665 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.1728 ln2/ft 0.2 ln2/ft 0.5419 in2/lt Vertical Reinforcing 0.1936 in2/ft 0.2584 in2/ft 0.16 ln2/ft 0.1728 in2/ft 0.1938 in2/ft 0.31 in2/ft Horizontal Reinforcing Min Stem T&S Rein! Area 0.768 in2 Min Stem T&S Rein! Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 12.50 In #4@ 25.00 In #5@ 19.36 in #5@ 38.75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Rein! Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38. 75 in Maximum Area : 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = = = = fc = 3,000 psi Fy = Footing Concrete Density = 1.00 ft 3.17 4.17 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0016 Min. As 0/o Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results • Toe J:::lrutl Factored Pressure = 2,299 186 psi Mu': Upward = 1,065 1,902 ft-# Mu' : Downward = 246 3,732 ft-# Mu: Design = 819 1,631 ft-# Actual 1-Way Shear 4.66 9.18 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = # 4@ 12.00 in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 In, #6@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi"5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37in 1.08 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70in #6@40.74in Page 39 ' I Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Page : 3 Date: 28 AUG 2017 Description .... Wall 2B2 CIP • 6.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 . Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC. Summa of Overturn in & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 1,125.0 2.50 2,812.5 27.0 7.25 195.8 1,152.0 O.T.M. 3,008.3 Vertical Loads used for Soil Pressure = 2.81 3,697.8 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 Weigh! Key Weight Vert. Component Code: CBC 2016,ACI 318-14,ACI 530-13 . .... RESISTING ..... Force Distance lbs ft 2,112.8 2.92 1.33 50.0 1.33 260.0 0.50 650.0 1.33 625.1 2.08 0.50 Moment ft-# 6,162.6 66.7 130.0 866.7 1,302.3 Total = 3,647.8 lbs R.M.= 8,461.6 • Axial live load NOT included in total displayedi or used for overturning 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell@ Top of Wall (approximate only) 250.0 pci 0.071 in The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Page 40 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP • 6.5' Page: 4 Date: 28 AUG 2017 This Wall In FIie: S:117117058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.5' Design Height (CIP), 4.5' exposed Flat slope backfill Flat slope at front Seismic NOT Included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 41 - I Title BressJ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description •••. Wall 2B2 CIP. 6.5' This Wall In File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057956 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.50 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Lap Splice length for #5 bar extending up into this stem design segment from below = Development length for#4 bar specified in this stem design segment= Development length for#5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= . Lap Splice length for#5 bar specified in this stem design segment= Development length for #4 bar extending down Into this stem design segment from above = Development length for#5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 14.40 in 18.00 In 6.00 in 0.3100 in2/lt 0.1938 in2/fl Page 42 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 6 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 2'-0 " 8" w/ #4 @ 12" 8" w/#5@ 12" #4@12_in @Toe #5@12" @Heel ... -... =J -o: "" • • • • --• • • • ... ... - xxxxxxvvvxxvvxv x •• :.:•-.•.11...• •• x.x.A x • ..., Y Y YXY YY Y AX A A y Ci ~ ~ 4'-0" 6'-6" ' 7 d 2'-6" ' 7 p -~ -• 3-• ~v I. 3" 3·-2· - 4-r -- Page 43 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP • 6.5'. seismic This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r Page: 2 Date: 28 AUG 2017 RetalnPro (c) 1987·2017, Build 11.17.04.04 License : KW..06067965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. I Design Summary • Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Fig fl= 2.50 0.00 overturning = 1.95 OK Wall Material Above "Ht" = Concrete Concrete Sliding 1.11 Ratio< 1.51 Design Method LRFD LRFD Thickness 8.00 8.00 Total Bearing Load = 3,698 lbs Rebar Size # 4 # 5 ... resultant ecc. 11.41 In Rebar Spacing 12.00 12.00 Soil Pressure@ Toe 2,177 psi OK Rebar Placed at = Center Center Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa 0.362 0.892 Allowable 3,933 psi Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 3,048 psi ACI Factored@ Heel o psi Strength Level lbs= 793.0 1,928.4 Footing Shear@ Toe = 6.6 psi OK Moment .... Actual Service Level fl-#= Footing Shear @ Heel = 16.1 psi OK Strength Level fl-#= 1,226.4 4,521.0 Allowable 82.2 psi Sliding Cales Moment. .... Allowable ft-#= 3,387.6 5,069.7 Lateral Sliding Force = 1,613.1 lbs less 100% Passive Force = 520.0 lbs Service Level psi= less 100°/o Friction Force = 1,276.7 lbs Strength Level psi= 16.5 40.2 Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 75.0 75.0 .•• .for 1.5 Stability 623.0 lbs NG Anet (Masonry) in2= Rebar Depth 'd' in= 4.00 4.00 Masonry Data rm psi= Fy psi= Vertical component of active lateral soil pressure IS Solid Grouting Modular Ratio 'n' NOT considered in the calculation of soil bearing Wall Weight psi= 100.0 100.0 Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind,W 1.000 re psi= 2,500.0 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 Page 48 Title Bressi Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' -seismic This Wall In File: S:117117058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\170.58-bressi r Page: 3 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To: R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4)/60000: 0.0018bh: 0.0018(12)(8): Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) •As: 200bd/fy: 200(12)(4)/60000: 0.0018bh: 0.0018(12)(8): Required Area : Provided Area : Vertical Reinforcing 0.074 in2/ft 0.0987 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Vertical Reinforcing 0.2729 in2/ft 0.3639 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.2729 in2/ft 0.31 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.768 in2 Min Stem T&S Rein! Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of : #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38. 75 in #6@ 27.50 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: #4@ 12.50 in #4@ 25.00 in #5@ 19.38 in #5@ 38. 75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density = 1.00 ft 3.17 4.17 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results • Toe Heel Factored Pressure 3,048 o psf Mu' : Upward 1,374 775 ft-# Mu': Downward 246 3,732 ft-# Mu: Design 1,128 2,957 ft-# Actual 1-Way Shear = 6.64 16.10 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing = # 5@ 12.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 1.08 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Page49 I I ·, : I --· j -, I ' , I Title Bressj Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .... Wall 2B2 CIP -6.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC. Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total Resisting/Overturning Ratio lbs ft II-# 1, 125.0 2.50 2,812.5 27.0 358.3 102.8 1,613.1 7.25 2.50 4.25 O.T.M. 195.8 895.8 437.0 4,341.1 Vertical Loads used for Soil Pressure = 1.95 3,697.8 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 Weigh1 Key Weight Vert. Component Code: CBC 2016,ACI 318-14,ACI 530-13 . .... RESISTING ..... Force Distance Moment lbs ft II-# 2,112.8 2.92 6,162.6 1.33 50.0 1.33 66.7 260.0 0.50 130.0 650.0 1.33 866.7 625.1 2.08 1,302.3 0.50 Total= 3,647.8 lbs R.M.= 8,461.6 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayedi or used for overturning 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Dell @ Top of Wall (approximate only) 250.0 pci 0.094 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. Page 50 Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP. 6.5' • seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17117058. Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058. bressi r RetainPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057956 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.5' Design Height (CIP), 4.5' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 51 ' ' , I I-· Title BressJ Ranch Job# : 17058 Dsgnr: EAS Page: 6 Date: 28 AUG 2017 Description .... Wall 2B2 CIP • 6.5'. seismic This Wall in File: S:117117058. Bressi Ranch\2. Cales (In SD 07112017 and in SLC)\17058 • bressl r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.50 fl above top of footing Lap Splice length for #4 bar specified In this stem design segment = Lap Splice length for #5 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment = Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height: 0.00 fl above top of footing Lap Splice length for#4 bar extending down into this stem design segment from above= Lap Spllce length for #5 bar specified in this stem design segment = Development length for #4 bar extending down Into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 18.72 in 23.40 In 14.40 in 18.00 in 18.72in 23.40 in 14.40 in 18.00 in 8.44 in 0.3100 in2/ft 0.2729 in2/ft Page 52 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' -seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. 2'-0" 8" w/#4@ 12" 8" w/ #5@ 12" #4@12.in @Toe #5@12" @ Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 x._x .. x x.x.x._x x,..xAxA.x _....A.xx I I l •X•T ••••,,.• 'l xvvxxxx• A X A A...,. )< A ...,..- •• 4'-0 " •• 6'-6" I 7 >---..._ •• I > •• 2'-6 " IV r j-I I, -~3" --1 .. n • ~ 'J j 3" 1-0· 3-r 4'-r Page 53 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A1 · 6.17' This Wall in File: S:\17\17058. Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r Page : 2 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 2.50 3.50 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results I ~ .l::!il! Factored Pressure 2,307 O psf Mu': Upward 1,036 494 ft-# Mu' : Downward 328 2,114 ft-# Mu: Design 708 1,620 ft-# Actual 1-Way Shear 13.33 10.14 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4 @ 16.00 in Heel Reinforcing # 4 @ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As % Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in. #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)"Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.91 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio 889.5 54.0 943.5 Vertical Loads used for Soil Pressure = 2.22 1,977.4 6.67 360.2 O.T.M. 2,337.6 2.24 2,704.3 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 Weigh! Key Weight Vert. Component lbs ft ft-# 1,351 .1 2.58 3,490.4 1.33 50.0 1.33 66.7 260.0 0.50 130.0 518.2 1.33 690.9 525.0 1.75 918.8 0.50 Total= 2,654.3 lbs R.M.= 5,230.0 • Axial live load NOT included in total displayed, or used for overturning 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 Horizontal Deft@ Top of Wall (approximate only) 250.0 pci 0.081 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil Page 58 • Title Bressi Ranch Job#: 17058. Dsgnr: EA5 Description .... Wall 3A1 -6.1T Page: 3 Date: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.17' Design Height, 4.17' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at lop of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2D16,ACI 318-14,ACI 530-13 Page59 J -, i ' ' ' I ' ' ' i '--' Title Bres~ Ranch Job#: 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .... Wall 3A1 • 6.17" This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987·2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above = Lap Splice length for #5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stelT) design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/ft 0.4599 in21ft Page 60 I ' -'; TiUe Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A1 -6.17' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:117117058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11,17,04.04 License: KW-(J6D57955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Design Summary • '---.S•te.m .. C•o•n•s•t•ru .. ct•io .. n ..... •~~2=n~dc....~~B~o=tto~mc::....~~~~~~~~~~~ , • Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 1.59 OK 1.11 Ratio< 1.51 2,704 lbs 12.10 In Soil Pressure@ Toe = 2,430 psf OK Soil Pressure @ Heel = O psf OK Allowable = 3,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,402 psi ACI Factored @ Heel = O psi Footing Shear@ Toe = 20.0 psi OK Footing Shear @ Heel = 16.8 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= less 100% Friction Force = Added Force Req'd ... .for 1.5 Stability 1,303.4 lbs 520.0 lbs 929.0 lbs 0.0 lbs OK 506.1 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors---~--------- Building Code Dead Load Live Load Earth,H Wind, W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg ft= 2.67 0.00 Wall Material Above "Ht" Masonry Masonry Design Method LRFD LRFD Thickness 8.00 8.00 Rebar Size # 4 # 5 Rebar Spacing Rebar Placed at = 16.00 16.00 Center Center Design Data -------------------------~ fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Momenl .. .Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 0.319 524.5 754.2 2,390.6 5.7 90.0 91.50 3.75 0.943 1,522.4 3,357.0 3,585.6 16.6 90.0 91.50 3.75 MasonryData ~~~~-------------~-~~~~~~~ fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psi= 2,500 60,000 Yes 12.89 84.0 in= 7.60 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight = LRFD ConcreteData ~------~-~~~~------------- fc Fy psi= psi= Page 66 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A1 -6.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 3 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 2.50 3.50 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 l Footing Design Results I !wl !:!.ttl Factored Pressure 3,402 0 psf Mu' : Upward 1,446 45 ft-# Mu': Downward 328 2,114 ft-# Mu: Design 1,118 2,069 ft-# Actual 1-Way Shear 20.02 16.79 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in. #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*iambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.91 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in ..... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure 889.5 2.22 1,977.4 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 54.0 6.67 360.2 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = lbs ft ft-# 1,351 .1 2.58 3,490.4 1.33 Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 1.33 66.7 Seismic Earth Load 277.9 Seismic Stem Self Wt 82.0 Total 1,303.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.22 617.8 4.08 334.8 O.T.M. 3,290.2 1.59 2,704.3 lbs Soil Over Toe 260.0 Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! Key Weight Vert. Component 518.2 525.0 0.50 130.0 1.33 690.9 1.75 918.8 0.50 Total= 2,654.3 lbs R.M.= 5,230.0 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed{ or used for overturning 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.119 in The above calculation 1s not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 67 • I i Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A1 • 6.17' • seismic Page: 4 Dale: 28 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and In SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.17' Design Height, 4.17' exposed Flat slope backfill Flat slope at front Seismic Included Loads from fence at top of wan NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 68 Title BressJ Ranch Job#: 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description ...• Wall 3A1 -6.17' -seismic This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressl r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified In this stem design segment = Lap Splice lenglh for #5 bar extending up into this stem design segment from below • Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/ft 0.6292 in2/ft Page 69 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Page : 2 Date: 28 AUG 2017 Description .... Wall 3A2 • 8.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (cl 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 6.00 7.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I ~ .l::ittl Factored Pressure 2,216 1,303 psf Mu' : Upward 1,086 18,999 ft-# Mu' : Downward 403 19,544 ft-# Mu: Design 683 545 ft-# Actual 1-Way Shear 10.94 7.51 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi•5•1ambda•sqrt(fc)*Sm Key: No key defined Min fooling T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Summary of Overturning & Resisting Forces & Moments 2.27 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 1,591.0 2.97 4,730.0 Soil Over Heel 4,984.9 4.50 22,431.8 Surcharge over Heel Sloped Soil Over Heel Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load 1,316.8 1.82 2,399.7 Adjacent Footing Load 1,150.4 6.04 6,949.9 Added Lateral Load 54.0 8.92 481 .7 Axial Dead Load on Stem = 1.50 Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 1.50 75.0 Soil Over Toe 260.0 0.50 130.0 Surcharge Over Toe Total 2,961.7 O.T.M. 7,611.4 Stem Weight(s) 849.4 1.42 1,206.3 Earth @ Stem Transitions= 188.0 1.83 344.7 Footing Weigh1 1,312.5 3.50 4,593.8 Resisting/Overturning Ratio 4.68 Key Weight 0.50 Vertical Loads used for Soil Pressure = 8,795.2 lbs Vert. Component Total= 8,745.2 lbs R.M.= 35,656.4 • Axial live load NOT included in total displayedj or used for overturning 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.051 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 75 • '~--' Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A2 • 8.17' Page: 3 Date: 28 AUG 2017 This Wall In File: S:117\17058 -Bressi Ranch\2-Calcs (in SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987·2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 8.17' Design Height, 6.17' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 76 Title Bress, Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description ..•. Wall 3A2 • 8.17' This Wall in File: S:117\17058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\17058-bressi r RetainPro (c) 1987·2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Lap Splice length for #6 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment = Development length for #6 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down Into this stem design segment from above= Lap Splice length for #6 bar specified in this stem design segment = Development length for #4 bar extending down into this stem design segment from above= Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 30.00 in 12.00 In 19.01 In 20.00 in 30.00 in 12.00 in 19.01 in 7.67 in 0.3300 in2/ft 0.5452 in2/ft Page 77 Titre Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A2 -8.17' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:117\17058 -Bressi Ran,h\2 -Cales (In SD 07112017 and in SLC)\17058 -bressl r• RetalnPro (c) 1987~2017, Build 11.17.04.04 License : KW-06057956 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Design Summary ~I s.t.e.m .. c.o.".s.tr.u.c.u.o." ..... •----------------~ • 2nd Bottom Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = = 3.65 OK 1.25 Ratio < 1.51 8,795 lbs 6.56 in Soil Pressure @ Toe = 1,846 psf OK Soil Pressure @ Heel = 667 psf OK Allowable = 4,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe 2,584 psi ACI Factored @ Heel 934 psi Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force = less 100% Passive Force= less 100% Friction Force = Added Force Req'd ... .for 1.5 Stability 13.2 psi OK 3.7 psi OK 82.2 psi 3,598.7 lbs 1,434.4 lbs 3,060.8 lbs 0.0 lbs OK 902.9 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors------------ Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft!) ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at = 3.33 Masonry LRFD 8.00 # 4 16.00 Edge 0.00 Masonry LRFD 12.00 # 6 16.00 Edge Design Data ------------------------- fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment ... Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 0.514 0.737 967.4 4,014.0 1,732.1 9,254.4 3,403.11 12,684.4 10.6 28.8 90.0 90.0 91.50 139.50 5.25 9.00 MasonryData ------------------------ fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= 2,500 2,500 psi= 60,000 60,000 = Yes 12.89 psi= 84.Q in= 7.60 = Normal Weight = LRFD Yes 12.89 133.0 11.60 Concrete Data ------------------------ fc Fy psi= psi= Page 83 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A2 -8.17' -seismic This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 · Cales (In SD 07112017 and in SLC)\ 17058 • bressi r Page : 3 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. L Footing Dimensions & Strengths J Toe Width 1.00 ft Heel Width 6.00 Total Footing Width 7.00 Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results I ~ .l::ltt.l Factored Pressure 2.584 934 psf Mu': Upward 1,253 16.587 ft-# Mu' : Downward 403 19,544 ft-# Mu: Design 850 2,957 ft-# Actual 1-Way Shear 13.22 3. 70 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing #4@ 16.00 in Heel Reinforcing # 6 @ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in l Summa of Overturn in & Resistin Forces & Moments 2.27 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in ..... OVERTURNING ..... . .... RESISTING ..... Force Item lbs Heel Active Pressure 1,591.0 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load 1,316.8 Added Lateral Load 54.0 Load @ Stem Above Soil = Seismic Earth Load 502.6 Seismic Stem Self Wt 134.4 Total 3,598.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Distance Moment ft ft-# 2.97 4,730.0 1.82 2,399.7 8.92 481.7 2.97 1,494.2 4.87 654.3 0.T.M. 9,759.9 3.65 8,795.2 lbs Force Distance Moment lbs ft ft-# Soil Over Heel 4,984.9 4.50 22,431 .8 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load 1,150.4 6.04 6,949.9 Axial Dead Load on Stem = 1.50 • Axial Live Load on Stem 50.0 1.50 75.0 Soil Over Toe 260.0 0.50 130.0 Surcharge Over Toe Stem Weight(s) 849.4 1.42 1,206.3 Earth @ Stem Transitions= 188.0 1.83 344.7 Footing Weigh1 1,312.5 3.50 4,593.8 Key Weight 0.50 Vert. Component Total= 8,745.2 lbs R.M.= 35,656.4 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed, or used for overturning 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 Horizontal Dell @ Top of Wall (approximate only) 250.0 pci 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil Page 84 Title Bres~ Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A2 -8.17' -seismic Page: 4 Date: 28 AUG 2017 This Wall in File: S:117117058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 8.17' Design Height, 6.17' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 85 ' ' TiUe BressJ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .... Wall 3A2 -8.17' -seismic This Wall in File: S:117117058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11,17,04,04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Lap Splice length for #6 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment = Development length for#6 bar extending up Into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 fl above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #6 bar specified in this stem design segment = Development length for #4 bar extending down into this stem design segment from above = Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 30.00 in 12.00 in 19.01 in 20.00 in 30.00 in 12.00 in 19.01 in 7.67 in 0.3300 in2/ft o. 7005 in2/ft Page 86 Title Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... Wall A -6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 2 Date: 30 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 1.00 ft 2.67 3.67 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results J ~ ~ Factored Pressure 2,652 O psf Mu' : Upward 1,190 542 ft-# Mu': Downward 328 2,725 ft-# Mu: Design 862 2,183 ft-# Actual 1-Way Shear 16.16 12.85 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments 0.95 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Fooling Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio 1,074.6 54.0 1,128.6 Vertical Loads used for Soil Pressure = 2.44 2,625.6 7.33 395.8 O.T.M. 3,021 .4 2.08 3,079.8 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 Weigh1 Key Weight Vert. Component Force Distance Moment lbs ft ft-# 1,646.1 2.67 4,389.8 1.33 50.0 1.33 66.7 260.0 0.50 130.0 573.7 1.33 765.0 550.1 1.83 1,008.5 0.50 Total= 3,029.8 lbs R.M.= 6,293.3 • Axial live load NOT included in total displayed, or used for overturning 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 wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.098 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil Page 92 • Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... WallA-6.83' Page: 3 Dale: 30 AUG 2017 This Wall in File: S:117117058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r. RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.83' Design Height, 4.83' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall No load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 93 i I -"-'-;_ < __ } Title BressJ Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 30 AUG 2017 Description .... WallA-6.83' This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment 2nd Stem Design Height: 2.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 fl above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specified in this stem design segment = Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/ft 0.4318 in2/ft Page 94 ' I --1 ' I I Title Bras~ Ranch Job#: 17058 Dsgnr: EAS Description .... Wall A -6.83' -seismic This Wall in File: S:117117058-Bressi Ranch\2-Calcs (In SD 07112017 and in SLC)\17058-bressi r Page: 2 Date: 30 AUG 2017 RetainPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. I Design Summary • I Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Fig ft= 2.00 0.00 Overturning = 1.48 Ratio < 1.51 Wall Material Above "Ht" Masonry Masonry Sliding = 1.45 Ratio < 1.51 Design Method LRFD LRFD Thickness 8.00 8.00 Total Bearing Load = 3,080 lbs Rebar Size # 4 # 5 ... resultant ecc. 13.80 in Rebar Spacing 16.00 16.00 Soil Pressure@ Toe Rebar Placed at = Edge Edge 3,005 psi OK Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa 0.511 0.878 Allowable 3,733 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= AC\ Factored @ Toe = 4,207 psi AC\ Factored @ Heel 0 psi Strength Level lbs= 951.8 1,865.4 Footing Shear@ Toe = 25.3 psi OK Moment .... Actual Service Level ft-#= Footing Shear@ Heel = 21.4 psi OK Strength Level ft-#= 1,722.6 4,485.0 Allowable = 82.2 psi Sl\dlng Cales Moment. .... Allowable ft-#= 3,403.1 5,155.0 Lateral Sliding Force 1,560.6 lbs less 100%, Passive Force = 1,200.0 lbs Service Level psi= less 100°/b Friction Force = 1,060.4 lbs Strength Level psi= 10.4 20.4 Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0 ... .for 1.5 Stability 80.4 lbs NG Anet (Masonry) in2= 91.50 91.50 Rebar Depth 'd' In= 5.25 5.25 Masonry Data rm psi= 2,500 2,500 Fy psi= 60,000 60,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 84.0 Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Nonmal Weight Live Load 1.600 Masonry Design Method LRFD Earth,H 1.600 Concrete Data Wind,W 1.000 re psi= Seismic, E 1.000 Fy psi= Page 100 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall A -6.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 3 Date: 30 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 [ Footing Dimensions & Strength:::::) Toe Width 1.00 ft Heel Width 2.67 Total Footing Width 3.67 Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 3.00 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 Footing Design Results I lSli! ~ Factored Pressure 4,207 O psf Mu' : Upward 1,762 19 ft-# Mu' : Downward 328 2,725 ft-# Mu: Design 1,434 2,706 ft-# Actual 1-Way Shear 25.34 21 .42 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4 @ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As % Cover@ Top @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 0.95 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in .. ... RESISTING ..... ) Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total Resisting/Overturning Ratio 1,074.6 2.44 54.0 7.33 341 .2 2.44 90.8 4.42 1,560.6 O.T.M. 2,625.6 395.8 833.7 400.7 4,255.8 Vertical Loads used for Soil Pressure = 1.48 3.079.8 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 Weigh1 Key Weight Vert. Component lbs ft ft-# 1,646.1 2.67 4,389.8 1.33 50.0 1.33 66.7 260.0 0.50 130.0 573.7 1.33 765.0 550.1 1.83 1,008.5 0.50 Total= 3,029.8 lbs R.M.= 6,293.3 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed, or used for overturning 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 Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.155 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 101 Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall A • 6.83' -seismic Page: 4 Date: 30 AUG 2017 This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.83' Design Height, 4.83' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall No load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 102 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Page: 5 Dale: 30 AUG 2017 Description .... Wall A -6.83' -seismic This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment = Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for#5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above= Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 25.00 in 12.00 in 13.54 In 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/II 0.5913 in2/II Page 103 Title Bress! Ranch Job # : 17058 Dsgnr: EAS Description .... Wall B-7.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 2 Date: 30 AUG 2017 RetalnPro (cl 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe re = 3,000 psi Fy = Footing Concrete Density 1.00 ft 4.00 5.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results J 12.!t .l:ittl Factored Pressure 3,254 0 psf Mu': Upward 1,516 2,723 ft-# Mu' : Downward 403 9,098 ft-# Mu: Design 1,114 6,375 ft-# Actual 1-Way Shear 16.53 17.34 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@22.22 in, #8@29.26 in, #9@37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11 .48 in #6@ 16.30 in summary of Overturning & Resisting Forces & Moments 1.62 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@ 32.59 in ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 1,361 .3 2.75 3,743.4 Soil Over Heel 2,730.0 3.50 9,555.0 Surcharge over Heel 660.0 4.13 2,722.5 Sloped Soil Over Heel Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load Adjacent Footing Load Added Lateral Load 54.0 8.25 445.5 Axial Dead Load on Stem = 1.50 Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 1.50 75.0 Soil Over Toe 260.0 0.50 130.0 Surcharge Over Toe Total 2,075.3 O.T.M. 6,911.4 Stem Weight(s) Earth @ Stem Transitions= 760.8 1.41 1,073.6 187.6 1.83 344.0 Footing Weight 937.5 2.50 2,343.8 Resisting/Overturning Ratio 1.95 Key Weight 0.50 Vertical Loads used for Soil Pressure = 5,706.0 lbs Vert. Component Total= 4,876.0 lbs R.M.= 13,446.4 • Axial live load NOT included in total displayed, or used for overturning 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 Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.097 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Page 109 • Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... wan B. 7.s· Page: 3 Date: 30 AUG 2017 This Wall in File: S:117117058. Bressi Ranch\2. Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW.06057966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 7.5' Design Height, 5.5' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at top of wall No load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 110 Title BressJ Ranch Job#: 17058 Dsgnr: EAS Page: 4 Date: 30 AUG 2017 Description .••• Wall B • 7.5' This Wall in File: S:117117058. Bressi Ranch\2. Cales (In SD 07112017 and in SLC)\17058. bressl r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.06067965 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for#4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment = Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom Stem Design Height 0.00 ft above top of footing Lap Splice length for #4 bar extending down Into this stem design segment from above = Lap Splice length for#5 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment = Hooked embedment length Into footing for #5 bar specified in this stem design segment= As Provided = As Required= Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 in 13.54 in 6.39in 0.2325 in2/ft 0.5620 in2/ft Page 111 -·. Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall B -7.5' -seismic This Wall in File: S:117\17058-Bressi Ranch\2 -Cales (In SD 07112017 and In SLC)\17058-bressi r Page: 2 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Bulld 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License : KW-06067956 License To: R2H ENGINEERING INC. I Design Summary • Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stablllty Ratios Design Height Above Fig fl= 2.67 0.00 Overturning 1.56 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.20 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load 5,706 lbs Rebar Size = # 4 # 5 ... resultant ecc. = 13.97 in Rebar Spacing = 16.00 16.00 Soil Pressure @ Toe 2,848 psi OK Rebar Placed at Edge Edge Design Data Soil Pressure @ Heel 0 psi OK fb/FB + fa/Fa 0.862 1.000 Allowable 4,000 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe = 3,987 psi ACI Factored @ Heel = O psi Strength Level lbs= 1,502.9 3,162.5 Footing Shear@ Toe = 20.6 psi OK MomenL ... Actual Service Level fl-#= Footing Shear@ Heel 23.2 psi OK Strength Level ft-#= 2,918.1 9,016.7 Allowable 82.2 psi Sliding Cales Moment. .... Allowable ft-#= 3,403.1 9,078.4 Lateral Sliding Force 2,620.1 lbs Service Level psi= less 100% Passive Force = 1,434.4 lbs less 100% Friction Force = 1,706.6 lbs Strength Level psi= 16.4 22.7 Added Force Req'd 0.0 lbs OK Shear ..... A11owable psi= 90.0 90.0 .... for 1.5 Stability = 789.2 lbs NG Anet (Masonry) in2= 91.50 139.50 Rebar Depth 'd' in= 5.25 9.00 Masonry Data fm psi= 2,500 2,500 Fy psi= 60,000 60,000 Solid Grouting Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psi= 84.0 133.0 Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi= Page 117 '-_, Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall B -7.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r Page : 3 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. [Footing Dimensions & Strengths I Footing Design Results I Toe Width 1.00 ft ~ .l:i«l Heel Width 4.00 Factored Pressure 3,987 O psf Total Footing Width 5.00 Mu' : Upward 1,828 1,340 ft-# Footing Thickness 15.00 in Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.50 ft Mu' : Downward 403 9,098 ft-# Mu: Design 1.425 7,758 ft-# Actual 1-Way Shear 20.64 23.15 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density 150.00 pct Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Min. As% 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in Summary of Overturning & Resisting Forces & Moments 1.62 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@32.59 in ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Mom ent Item lbs ft ft-# Heel Active Pressure 1,361.3 Surcharge over Heel 660.0 Surcharge Over Toe Adjacent Footing Load Added Lateral Load 54.0 Load @ Stem Above Soil = Seismic Earth Load 424.5 Seismic Stem Self Wt 120.4 Total 2,620.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.75 3,743.4 4.13 2,722.5 8.25 445.5 2.75 1,167.3 4.58 551 .8 O.T.M. 8,630.5 1.56 5,706.0 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 Weight Key Weight Vert. Component Force Distance Moment lbs ft ft-# 2,730.0 3.50 9,555.0 1.50 50.0 1.50 75.0 260.0 0.50 130.0 760.8 1.41 1,073.6 187.6 1.83 344.0 937.5 2.50 2,343.8 0.50 Total= 4,876.0 lbs R.M.= 13,446.4 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed( or used for overturning 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. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.119 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 118 • Title Bress, Ranch Job# : 17058 Dsgnr: EAS Description .... Wall B -7.5' -seismic Page: 4 Date: 30 AUG 2017 This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressl r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW..(16057955 'License To : R2H ENGINEERING, INC. DESIGNER NOTES: 7.5' Design Height, 5.5' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall No load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 119 ,I l ' Title BressJ Ranch Job#: 17058 Dsgnr: EAS Page: 5 Date: 30 AUG 2017 Description .... Wall B • 7.5' • seismic This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 fl above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for #5 bar extending up into this stem design segment from below= Development length for #4 bar specified In this stem de~ign segment= Development length for #5 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #5 bar specifi~d in this stem design segment = Development length for #4 bar extending down into this stem design segment from above = Development length for #5 bar specified in this stem design segment= Hooked embedment length into footing for #5 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 In 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 In 13.54 in 6.39 in 0.2325 in2/ft 0.6826 in2/ft Page 120 Pg. 128 ·Beam on Elastic Foundation File = S:\17\17058--1\2-r.ALC-1\17058--1.ECS ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.a29 1.111 Description : Wall 2B3 footing (no seismic) Load Combination Location (ft) Bending Stress Results ( k·ft) Segment length Span# in Span Mu: Max Phi~nx Stress Ratio MAXimum Bending Envelope Span# 1 4.729 0.74 9.95 0.07 +1.40D+1.60H Span# 1 4.729 0.74 9.95 O.Q7 +1.20D+1.60H Span# 1 4.729 0.71 9.95 0.07 +1.245D+ 1.60H Span# 1 4.729 0.72 9.95 0.07 +0.90D+0.90H Span# 1 4.729 0.44 9.95 0.04 +0.8548D+0.90H Span# 1 4.729 0.43 9.95 0.04 _Qyerail ~aximu_m_ [lefle~tions -IJnlactiirec!_L_~~i:' Load Combination Span Max.·-· Oefl Location in Span Load Combination Max.•+• Def! Location in Span Span 1 1 0.0522 0.000 0.0000 0.000 Det~Tiecl ~hear l~fprm_iiticin - Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Spacing (in) Load Combination Number (ft) (in) AchJal Design (k-ft) (k) (kl Req'd Sugges1 +1.40D+1.60H 0.00 9.69 0.04 0.04 0.00 1.00 10.03 Vu< PhiVc/2 No1Reqd 0.00 0.00 ' -+1.40D+1.60H O.Q7 9.69 0.10 0.10 0.00 1.00 10.03 Vu< PhiVc/2 Nol Reqd 0.00 0.00 ' +1.40D+1.60H 0.14 9.69 0.17 0.17 0.01 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.21 9.69 0.23 0.23 0.02 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.28 9.69 0.30 0.30 0.04 1.00 10.03 Vu <PhiVcJ2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.35 9.69 0.36 0.36 0.06 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.42 9.69 0.43 0.43 0.08 1.00 10.03 Vu< PhiVci2 NotReqd 0.00 0.00 +1.40D+1.60H 0.49 9.69 0.49 0.49 0.11 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.56 9.69 0.56 0.56 0.15 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.64 9.69 0.62 0.62 0.19 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.71 9.69 0.69 0.69 0.23 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.78 9.69 0.75 0.75 0.28 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 0.85 9.69 0.82 0.82 0.33 1.00 10.03 Vu< PhiVc/2 No1Reqd 0.00 0.00 +1.40D+1.60H 0.92 9.69 0.88 0.88 0.39 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.99 9.69 0.95 0.95 0.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.40D+1.60H 1.06 9.69 1.01 1.01 0.52 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1.13 9.69 1.07 1.07 0.59 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 1.20 9.69 1.14 1.14 0.66 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 1.27 9.69 · 1.20 1.20 0.74 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1.34 9.69 0.42 0.42 2.55 1.00 10.03 Vu< PhiVcl2 NotReqd 0.00 0.00 +1.20D+1.60H 1.41 9.69 0.48 0.48 2.52 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.48 9.69 0.54 0.54 2.49 1.00 10.03 Vu< PhNc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1.55 9.69 0.60 0.60 2.45 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1.62 9.69 0.66 0.66 2.41 1.00 10.03 Vu< PhNc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.69 9.69 0.69 0.69 2.36 1.00 10.03 Vu< PhiVc./2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.76 9.69 0.65 0.65 2.32 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.84 9.69 0.62 0.62 2.27 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1.91 9.69 0.58 0.58 2.23 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.200+1.60H 1.98 9.69 0.55 0.55 2.20 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 2.05 9.69 0.51 0.51 2.16 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.12 9.69 0.48 0.48 2.13 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.19 9.69 0.44 0.44 2.10 1.00 10.03 Vu< PhiVc./2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.26 9.69 0.41 0.41 2.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.33 9.69 0.37 0.37 2.05 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 2.40 9.69 0.34 0.34 2.02 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 i +1.20D+1.60H 2.47 9.69 0.30 0.30 2.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.200+1.60H 2.54 9.69 0.27 0.27 1.99 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 2.61 9.69 0.23 0.23 1.97 1.00 10.03 Vu< PhiVcl2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.68 9.69 0.19 0.19 1.96 1.00 10.03 Vu< PhiVc./2 Not Reqd 0.00 0.00 Pg.129 I I -, Beam c;m Elastic Foundation File = S;\17\17058--1\2-CALC-1\17058-1.ECG ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 1.111 Wall 283 footing (no seismic) ' ' Descnption: ' : _ Detailed Shear Information _ _ _ ___ _ _.] Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi"Vs Spacing (in) Load Combination Number (ft) (in) Actual Design (k·ft) (k) (k) Req'd Suggest +1.20D+1.60H 2.75 9.69 0.16 0.16 1.95 0.98 10.01 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 2.82 9.69 0.12 0.12 1.94 0.76 9.81 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 2.89 9.69 0.09 0.09 1.94 0.55 9.60 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 2.96 9.69 0.05 0.05 1.96 0.32 9.39 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 3.04 9.69 0.02 0.02 1.96 0.13 9.20 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.11 9.69 -0.02 0.02 1.94 0.11 9.18 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.18 9.69 ·0.05 0.05 1.94 0.33 9.39 Vu< PhiVc/2 NotReqd 0.00 0.00 -I +1.20D+1.60H 3.25 9.69 -0.09 0.09 1.95 0.55 9.60 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.32 9.69 -0.12 0.12 1.96 0.76 9.80 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H Vu< PhiVc/2 ' ' 3.39 9.69 -0.16 0.16 1.97 0.97 10.01 NotReqd 0.00 0.00 +1.20D+1.60H 3.46 9.69 -0.20 0.20 1.99 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.53 9.69 -0.23 0.23 2.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.6DH 3.60 9.69 -0.27 0.27 2.02 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.67 9.69 -0.30 0.30 2.05 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.74 9.69 ·0.34 0.34 2.07 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.81 9.69 -0.37 0.37 2.10 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 3.88 9.69 -0.41 0.41 2.13 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 -' +1.20D+1.60H 3.95 9.69 ·0.44 0.44 2.16 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.02 9.69 ·0.48 0.48 2.20 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.09 9.69 -0.51 0.51 2.23 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.16 9.69 -0.55 0.55 2.27 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.24 9.69 -0.58 0.58 2.32 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.31 9.69 -0.62 0.62 2.36 1.00 10.03 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.38 9.69 -0.59 0.59 2.41 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.45 9.69 -0.53 0.53 2.45 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.52 9.69 ·0.47 0.47 2.49 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.59 9.69 -0.41 0.41 2.52 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 4.66 9.69 -0.35 0.35 2.55 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 4.73 9.69 -1.13 1.13 0.74 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 ' t +1.40D+1.60H 4.80 9.69 -1.06 1.06 0.66 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 --' +1.40D+1.60H 4.87 9.69 -1.00 1.00 0.59 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 4.94 9.69 -0.94 0.94 0.52 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.01 9.69 -0.87 0.87 0.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 I ' +1.40D+1.60H 5.08 9.69 -0.81 0.81 0.39 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.15 9.69 -0.74 0.74 0.33 1.00 10.03 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.22 9.69 -0.68 0.68 0.28 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.29 9.69 -0.61 0.61 0.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.36 9.69 -0.55 0.55 0.19 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.44 9.69 -0.48 0.48 0.15 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 ,-· +1.40D+1.60H 5.51 9.69 -0.42 0.42 0.11 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.58 9.69 -0.35 0.35 0.08 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.65 9.69 -0.29 0.29 0.06 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.72 9.69 -0.22 0.22 0.04 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.79 9.69 -0.16 0.16 0.02 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 5.86 9.69 -0.09 0.09 0.01 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.93 9.69 -0.03 0.03 0.00 1.00 10.03 Vu <PhiVc/2 Not Reqd 0.00 0.00 --, l Pg. 131 Beam on Elastic Foundation File = S:\17\17058-~1 \2-CALC~1\170S8--1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 IIH•UUt-€1 !13#,&i§Wtf111:fUetl~l33Jl~I Descnption: Wall 2B3 footing (with seismic) Load Combination Location (ft) Bending Stress Resulls ( k-ft) Segment Length Span# in Span Mu: Max Phi"Mnx Stress Ratio MAXimum Bending Envelope Span# 1 1 4.729 0.74 9.95 0.07 +1.400+1.60H -Span# 1 1 4.729 0.74 9.95 0.07 ' +1.200+1.60H ' ' Span# 1 1 4.729 0.71 9.95 0.07 +1.245D+E+1.60H Span# 1 1 4.729 0.57 9.95 0.06 +0.90D+0.90H Span# 1 1 4.729 0.44 9.95 0.04 +0.8548D+E+0.90H Span# 1 1 4.729 0.29 9.95 0.03 Overall. Maximum. Deflections -UnfactoredLoads _ i Load Combination Span Max.·-· Defl Location in Span Load Combination Max."+· Defl Location in Span '. J Span 1 1 0.0625 0.000 0.0000 0.000 betaffed shear"lnfoniiaiicin Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi-Vs Spacing (in) load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) Req'd Suggest +1.245D+E+1.60H 1 0.00 9.69 0.04 0.04 0.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 0.o7 9.69 0.12 0.12 0.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 I I +1.245D+E+1.60H 1 0.14 9.69 0.20 0.20 0.01 1.00 10.03 Vu< PhiVcf2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 0.21 9.69 0.28 0.28 0.02 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 0.28 9.69 0.35 0.35 0.04 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 -, +1.245D+E+1.60H 1 0.35 9.69 0.43 0.43 0.07 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 ' +1.245D+E+1.60H 1 0.42 9.69 0.50 0.50 0.10 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 0.49 9.69 0.58 0.58 0.13 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 0.56 9.69 0.65 0.65 0.17 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 ., +1.245D+E+1.60H 0.73 0.22 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 I 1 0.64 9.69 0.73 •1.245D+E+1.60H 1 0.71 9.69 0.80 0.80 0.27 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 0.78 9.69 0.87 0.87 0.33 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+€+1.60H 1 0.85 9.69 0.95 0.95 0.39 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 0.92 9.69 1.02 1.02 0.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 0.99 9.69 1.09 1.09 0.53 1.00 10.03 Vu< PhlVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 1.06 9.69 1.16 1.16 0.60 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 •1.245D+E+1.60H 1 1.13 9.69 1.23 1.23 0.68 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ' +1.245D+E+1.60H 1 1.20 9.69 1.30 1.30 0.77 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 I ·~" +1.245D+E+1.60H 1 1.27 9.69 1.37 1.37 0.86 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.34 9.69 0.63 0.63 3.16 1.00 10.03 Vu< PhiVrJ2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.41 9.69 0.70 0.70 3. t1 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.48 9.69 0.77 0.77 3.06 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.55 9.69 0.84 0.84 3.01 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 •1.245D+E+1.60H 1 1.62 9.69 0.90 0.90 2.95 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.69 9.69 0.93 0.93 2.89 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 I I +1.245D+E+1.60H 1 1.76 9.69 0.91 0.91 2.83 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 1.84 9.69 0.88 0.88 2.77 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 1.91 9.69 0.85 0.85 2.71 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 1.98 9.69 0.82 0.82 2.65 1.00 10.03 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 2.05 9.69 0.79 0.79 2.60 1.00 10.03 Vu <PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 2.12 9.69 0.76 0.76 2.55 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.19 9.69 0.73 0.73 2.50 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.26 9.69 0.70 0.70 2.45 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.33 9.69 0.67 0.67 2.40 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.40 9.69 0.63 0.63 2.36 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 r +1.245D+E+1.60H 1 2.47 9.69 0.60 0.60 2.32 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.54 9.69 0.57 0.57 2.28 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 1 2.61 9.69 0.54 0.54 2.24 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1 2.68 9.69 0.50 o.~o 2.21 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 J Pg. 132 \' .. 1 Beam on Elastic Foundation Flle a S:\1711J'058.-1\2-CALC-1117053--1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.a29 ,, 131W!MMl1M1l1l1f.PI 9199,M§Es!M:13 ' , Description : Wall 283 footing (with seismic) I Detailed Shear Information I Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi"Vc Comment Phi"Vs Spacing On) Load Combination Number (ft) (in) Actual Design (l<-ft) (k) (I<) Req'd Suggest +1.245D<E+1.60H 1 2.75 9.69 0.47 0.47 2.18 1.00 10.03 Vu <PhiVc/2 NotReqd 0.00 0.00 +1.245D<E+1.60H 1 2.82 9.69 0.44 0.44 2.15 1.00 10.03 Vu< PhiVc.12 NotReqd 0.00 0.00 +1.245D<E+1.60H 1 2.89 9.69 0.40 0.40 2.12 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D<E+1.60H 1 2.96 9.69 0.37 0.37 2.10 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D<E+1.60H 1 3.04 9.69 0.33 0.33 2.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.11 9.69 0.31 0.31 1.22 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.18 9.69 0.29 0.29 1.20 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.25 9.69 0.27 0.27 1.18 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.32 9.69 0.25 0.25 1.17 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.39 9.69 0.24 0.24 1.15 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<E+0.90H 1 3.46 9.69 0.22 0.22 1.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 3.53 9.69 -0.23 0.23 2.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1 3.60 9.69 -0.27 0.27 2.02 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 3.67 9.69 -0.30 0.30 2.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 3.74 9.69 -0.34 0.34 2.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.200+1.GOH 1 3.81 9.69 -0.37 0.37 2.10 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 3.88 9.69 -0.41 0.41 2.13 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 3.95 9.69 -0.44 0.44 2.16 1.00 10.03 Vu< PhiVd2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.02 9.69 -0.48 0.48 2.20 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.09 9.69 -0.51 0.51 2.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.16 9.69 -0.55 0.55 2.27 1.00 10.03 Vu< PhiVo'2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.24 9.69 -0.58 0.58 2.32 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1 4.31 9.69 -0.62 0.62 2.36 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1 4.38 9.69 -0.59 0.59 2.41 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1 4.45 9.69 -0.53 0.53 2.45 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1 4.52 9.69 -0.47 0.47 2.49 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.59 9.69 -0.41 0.41 2.52 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1 4.66 9.69 -0.35 0.35 2.55 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 4.73 9.69 -1.13 1.13 0.74 1.00 10.03 Vu< PhiVo'2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 4.80 9.69 -1.06 1.06 0.66 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 4.87 9.69 -1.00 1.00 0.59 1.00 10.03 Vu< PhiVo'2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 4.94 9.69 -0.94 0.94 0.52 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.01 9.69 -0.87 0.87 0.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.08 9.69 -0.81 0.81 0.39 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.15 9.69 -0.74 0.74 0.33 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.22 9.69 -0.68 0.68 0.28 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.29 9.69 -0.61 0.61 0.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.36 9.69 -0.55 0.55 0.19 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.44 9.69 -0.48 0.48 0.15 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.51 9.69 -0.42 0.42 0.11 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 1 5.58 9.69 -0.35 0.35 0.08 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.65 9.69 -0.29 0.29 0.06 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.72 9.69 -0.22 0.22 0.04 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 1 5.79 9.69 -0.16 0.16 0.02 1.00 10.03 Vu< PhiVo'2 NotReqd 0.00 0.00 +1.40D+1.60H 1 5.86 9.69 -0.09 0.09 0.01 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.40D+1.60H 1 5.93 9.69 -0.03 0.03 0.00 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 I :