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Home My WebLink AboutCT 14-09; UPTOWN BRESSI RANCH; STRUCTURAL CALCULATION ADDENDUM 2; 2018-04-10Engineering, Inc. ECEI 30 STRUCTURAL CALCULATIONS -ADDENDUM 2 LAND DEvEL OPMENT ENGINEERING UPTOWN BRESSI RANCH PHASE 2 RETAINING WALLS FOR RICK ENGINEERING COMPANY SUBJECT: SHEET NO: Design Criteria ............................................................................................................................................ 1 Retaining Wall Calculations ............................................................................................................. 2 -124 ADDENDUM 1: SHEETS ARE IN ADDITION TO THOSE DATED 09/01/2017 Retaining Wall '283' Calculations ............................................................................................... 125 -132 ADDENDUM 2: SHEETS ARE IN ADDITION TO THOSE DATED 12/05/2017 Retaining Walls '284' & 'C' Calculations .................................................................................... 133-170 Job No.: 17058 Date: April 10, 2018 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92128 858.673.8416 tel Designed By: Checked By: EAS RCH Las Vegas, NV Salt Lake City, UT . -...... C: Engineering, Inc. Governing Building Code: California Building Code 2016 Soil Design Parameters: Per the email from John Goddard Dated Friday, May 26, 2017 2:50 PM the active soil pressures for level backfill was taken as 40H psf. Active earth pressure fo r retained soil at 2: 1 slope was taken as 55H psf. Per the soils report by GEOCON , Inc. dated April 24, 2017, the equivalent fluid force for seismic loading will be taken as 21 H psf distributed along the height of the retained soil starting at O psf at the top of the wall. A passive earth pressure equivalent to 300 pct will be used. The upper 12 inches of material not protected by floor slabs or pavement is not included in the design for lateral resistance. In general, wall foundations having a minimum depth of 24 inches and width of 12 inches were designed for an allowable soil bearing pressure of 2,000 psf. The allowable soil bearing pressure was increased by 300 psf and 500 psf for each additional foot of foundation width and depth, respectively, up to a maximum allowable soil bearing pressure of 4,000 psf. Design loading for a 3 ft high fence at the top of wall was considered where required. It was assumed that the fence weighs 50 pit and resists a windload of 30 psf across the entire height of the fence. The seismic load weight multiplier was computed using ASCE 7-10 Equation 15.4-5 Where V = 0.3S DS*W*I e -- 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92128 858.673.8416 tel Las Vegas, NV Salt Lake City, UT Page 1 Title Bressi 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 : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING INC . Code: CBC 2016,ACI 318-14,ACI 530-13 .,C c_rit.e.r.ia _________ ..... [soil Data :J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.33 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJJSoil Friction Soil height to ignore for passive pressure 130. O psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in .s.u.rc•h•a.r111g•e•L•o•a•d•s _____ _.1 Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning [ Axial Load Applied-to-S-te-m--~, Axial Dead Load Axial Live Load Axial Load Eccentricity [p"esign Summary 0.0 lbs 50.0 lbs 0.0 in ) Wall Stability Ratios Overturning Sliding 1.87 OK 1.75 OK Total Bearing Load ... resultant ecc. 1,679 lbs 7.47 in Soil Pressure@ Toe 1,574 psf OK Soil Pressure @ Heel O psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,203 psf ACI Factored @ Heel O psf Footing Shear @ Toe 10.7 psi OK Footing Shear@ Heel 7.3 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = 622.2 lbs 520.0 lbs 570.1 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Strength Level) 90.0 #/ft 4.83 ft 3.83 ft Wind (W) (Strength Level) 0.0 psf []tern Construction :) Bottom -Stem OK 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 0.630 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' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight lbs= lbs= ft-#= ft-#= psi= psi= psi= in2= in = psi= psi= psf = 690.0 1,255.6 2,390.6 7.5 90.0 91 .50 3.75 2,500 60,000 Yes 12.89 84.0 Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method 7.60 Normal Weight LRFD Concrete Data fc psi= Fy psi= O.Olbs 3.00 ft O.OOin 7.00 ft Line Load -2.0 ft 0.300 Page 2 • - - - - .. - - ' - - - - - . - Title Bres&; 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 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 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 o.oo in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results I I2l> ~ Factored Pressure 2,203 O psf Mu' : Upward 930 18 fl-# 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 & Spadngs 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*S*lambda*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 Summa7 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 fl-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio 568.2 54.0 622.2 vertical Loads used for Soil Pressure= 1.78 1,009.5 5.33 287.8 0.T.M. 1,297.3 1.87 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 * 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 0.079 in The above calculation is not valid if the heel srnl bearing pressure exceeds that of the toe because the wall would then tend to rotate iota the retained soil. Page 3 • - -~ - - - - ,.. - - - - - - - ,. - - Title BresS, Ranch Job # : 17058 Dsgnr: EAS Description ... Wall 2B1 -4.83' Page: 3 Date: 28 AUG 2017 This Wall in File: S:\17\ 17058 -Bressi Ranch\2 -Cales (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. 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 Page 4 Title Brass; Ranch Job # : 17058 Dsgnr: EAS Description ... Wall 2B1 -4.83' - Page: 4 Date: 28 AUG 2017 " 1 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r - - - -,, - - ... ,_ ·- ·- - - - - RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 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 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 281 • 4.83' Page : 5 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. a·w/#4@ 16 Solid Grout #4@16 in @ Toe #4@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACJ 530-13 4'-10" 4'-4 " 1!3 ~-0~ 1·-0· 1·-a· 2·-a· Page 6 Title BressJ Ranch Job # : 17058 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 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 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW..06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O LL=50#. Ecc=O" 1 90 OOpsf, (Strength-Level Pp= 520 00# .... "' a. M CD M ,...,_ I.I") Code: CBC 2016,ACI 318-14,ACI 530-1 3 622# Page 7 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 281 • 4.83' 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. Masonry 70.0 lbs 0.0 lbs 140.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 210.0 lbs 350.0 lbs 490.0 lbs 630.0 lbs 280.0 lbs 420.0 lbs 560.0 lbs Page 8 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 2B1 • 4.83' Page : 8 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 Llcenae : KW-06057955 License To : R2H ENGINEERING INC. Masonry 0.0 ft-# 4.83 540.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 810.0 ft-# 1,350.0 ft-# 1,890.0 ft-# 2,430.0 ft-# 1,080.0 ft-# 1.a20.o ft-# I 2.1ao.o ft-# Page 9 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 281 -4.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 1 Date: 28 AUG 2017 ~i~~~~:~ J:~!~1:;~il· eund 11·11·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 C •• ri.te.r.ia _________ .. 1 fsoil Data J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.33 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 3,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density. Heel Soil Density, Toe FootinglJSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in ....,I s_u.rc•h•a.rg•e-L•o•a•d•s _____ .... l L Lateral Load Appliedto Stem J Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 50.0 lbs 0.0 in Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Strength Level) 90.0 #/ft 4.83 ft 3.83 ft Wind 0N) (Strength Level) 0.0 psf L Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Earth Pressure Seismic Load I Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution . . . . . . . 90.930 psf Total Service-Level Seismic Load .... . (Strength) r Stem Weight Seismic Load I Fp I WP Weight Multiplier 0.226 g Added seismic base force I J ) 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 242.328 lbs 169.630 lbs 64.2 lbs Page 10 - - - - - - - - - .. - - Title Bress; Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 281 -4.83' -seismic Page: 2 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~6057966 License To : R2H ENGINEERING INC. : Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • 1.33 Ratio < 1.5! 1.27 Ratio < 1.5! 1,679 lbs 11.19 in Soil Pressure@ Toe 2,791 psf OK Soil Pressure @ Heel O psf OK Allowable 3,333 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,907 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force less 100% Passive Force= less 100°/o 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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Stem Construction ) _ Design Height Above Ftg ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Wall Weight lbs= lbs= ft-#= ft-#= psi= psi= psi= in2 = in= psi= psi= psf = Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= Bottom Stem OK 0.00 Masonry LRFD 8.00 # 4 16.00 Center 0.719 941.6 1,707.9 2,390.6 10.3 90.0 91.50 3.75 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight LRFD Page 11 - - - - - - - - - Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description .. Wall 2B1 -4.83' -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-06067966 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 1.00 ft 1.67 2.67 12.00 in 0.00 in 0.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As 0/o Cover@ Top 3.00 @ Btm.= 3.00 in • Footing Design Results I ill !:!l1fil Factored Pressure 3,907 O psf Mu' : Upward 1,412 o ft-# Mu': Downward 328 571 ft-# 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 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 0.69 in2 0.26 in2 1ft Jf two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure 568.2 1.78 1,009.5 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 54.0 5.33 287.8 Load @ Stem Above Soil = Seismic Earth Load 169.6 1.78 301.4 Seismic Stem Self Wt 64.2 3.42 219.2 Total 856.0 O.T.M. 1,817.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.33 1,678.9 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC2009or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in 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 .. ... RESISTING ..... Force Dlstance Moment 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 "* Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. • ~ the calculation of Sliding Resistance. - ,- I, - ... 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) Soll 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 soil 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:\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. 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 , ... '··• - - - - - - Title Bras~ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .. Wall 281 -4.83' -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. 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/ft Page 14 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 2B1 - 4.83' -seismic Page : 6 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (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. 2'-0" 8·w/#4@ 15· Solid Grout #4@16.in @Toe #4@16" @ Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" 4·-4 ·· 1'-8" 2'-8" Page 15 Tille Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 2B1 -4.83' -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 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. DL=O ,LL=50#, Ecc=O~ 90.00psf (Strength-Level. Pp= 520.00# ~-----' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 622# 170# 64# • Se ismic lateral earth pressure • Seismic due to stem self weight Page 16 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 2B1 -4.83' -seismic Page : 8 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. Masonry 90.0 lbs 0.0 lbs 180.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 270.0 lbs 450.0 lbs 630.0 lbs 360.0 lbs 54,0.0 lbs 720.0 lbs 810.0 lbs I Page 17 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 281 -4.83' -seismic Page : 9 Date: 28 AUG 2017 This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. Masonry 0.0 ft-# 540.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 810.0 ft-# 1,350.0 ft-# 1,890.0 ft-# 2,430.0 ft-# 1,080.0 ft-# 1,620.0 ft-# 2,160.0 ft-# Mu= 1, MnPhi = Page 18 Title Bressl Ranch Job#: 17058. Dsgnr: EAS Description .... Wall 2B2 CIP • 5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 1 Date: 28 AUG 2017 RetalnPro (c) 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 C •• ri.te.r.ia---------•· [Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.00 ft 0.00 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 2,600.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pct 130.00 pct 0.350 12.00 in [ 1111 s.u.rc.h.a.rg 1111 e•L•o•a•d•s ____ ..... ) .. ~teral Load Applied to Stem Surcharge Over Heel 0.0 psf [ Adjacent Footing Load Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity o.o lbs 50.0 lbs 0.0 in [ Design Summary------~. Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.01 OK 1.61 OK 2,127 lbs 7.71 in Soil Pressure@ Toe 1,653 psf OK Soil Pressure @ Heel O psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,315 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear @ Heel Allowable Sliding Cales Lateral Sliding Force 4.5 psi OK 8.9 psi OK 82.2 psi less 100% Passive Force= • less 100% Friction Force = 774.0 lbs 520.0 lbs 726.8 lbs Added Force Req'd ... .for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Lateral Load ... Height to Top ... Height to Bottom 90.0 #/ft 5.00 ft 4.00 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem = (Service Level) 0.0 psf Stem Construction • Bottom Design Height Above Ftg ft= Stem OK 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 0.446 Total Force @ Section Service Level lbs= Strength Level lbs= 890.0 Momenl...Actual Service Level ft-#= Strength Level ft-#= 1,738.3 Moment. .... Allowable 3,898.0 Service Level psi= Strength Level psi= 18.5 Shear ..... Allowable psi= 75.0 Anet (Masonry) in2= Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fy psi= Solid Grouting Modular Ratio 'n' Wall Weight psf= 100.0 Equiv. Solid Thick. Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Masonry Block Type Normal Weight Masonry Design Method LRFD Concrete Data fc psi= 2,500.0 Fy psi= 60,000.0 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 Page 19 ) ,~, ,. - - ' ... ... - - - - - -.. ' - Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 2 Date: 28 AUG 2017 Description .... Wall 2B2 CIP -5.0' 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. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 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 0.1049 in21ft 0.1399 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1728 in2/ft 0.2325 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 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 I 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 3,00 1.00 ft 2,00 3.00 12.00 in 0.00 in 0.00 in 0,50 ft 60,000 psi 150.00 pcf 0,0018 Footing Design Results I rru, !:w.l Factored Pressure 2,315 O psf Mu' : Upward 1,007 111 ft-# Mu' : Downward 246 853 ft-# Mu: Design 761 742 ft-# Actual 1-Way Shear 4.54 8.93 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*S*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18,52 in #4@ 9,26 in #5@ 14.35 in #6@20.37 in #5@ 28.70 in #6@40.74 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 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 720,0 54.0 774.0 Vertical Loads used for Soil Pressure = 2.00 1,440,0 5.50 297.0 O,T.M. 1,737.0 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 ft 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 calculation. Page 20 • ... ,_ -~ ,. - ,_ - -,, - Title Bress; Ranch Job#: 17058 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description .. Wall 2B2 CIP -5.0' 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. 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 Description .. Wall 2B2 CIP -5.0' Page: 4 Dale: 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-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 5.0' Design Height (CIP), 3.0' 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 22 , ..... ... ' ' - ·- - •• - - •· - - - - - - - Title Bress:I Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .. Wall 2B2 CIP -5.0' 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. 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 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP • 5.0' 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 LlcenH : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 2'-0" 8'' w/ #5@ 16" #4@16 in @Toe #4@16" @Heel .... -... J -0"_ ::::::=:=:=:=AXXXXX Xv xvvxv ~ • • • • • • ~ I, .-. -~ .. • 1'-0" 2'-0" 3'-0" i l 5'-0" ' I 1 \j d' 3" ' & 3" Page 24 Title Bressi Ranch Job# : 17058. Dsgnr: EAS Page : 7 Date: 28 AUG 2017 Description .... Wall 282 CIP • 5.0' 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 Llcenee : KW-06067956 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O .LL=50# Ecc=O" 1 90 OOpsf. (Strength-Level Pp= 520.00# Code: CBC 2016,ACI 318-14,ACI 530-13 774# Page 25 Title Bressi Ranch Job#: 17058. Dsgnr: EAS Description .... Wall 282 CIP • 5.0' Page : 8 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 (cl 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. Masonry 100.0 lbs 0.0 lbs 5. 200.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 300.0 lbs 500.0 lbs 700.0 lbs 900.0 lbs 400.0 lbs 600.0 lbs 800.0 lbs . I Page 26 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP • 5.0' This Wall in File: S:\17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r Page : 9 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 430.0 ft-# 1,290.0 ft-# 2,150.0 ft-# 3,010.0 ft-# 3,870.0 ft-# o.o ft-# a6o.Q ft-# I 1. 120.0 ft-# I 2,5ao.o ft-# 3,440.0 ft-# ~5!"'l. ~-r"'l!!il&iii Mu= 1, MnPhi = Page 27 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 1 Date: 28 AUG 2017 ~1:~~=r=°~~~!i1J:;:, Build 11·11·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 ~:-C .. ri.te.r.ia ...................... J fsoifoata I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.00 ft 0.00 ft 0.00 24.00 in 0.0 ft [surchargeloads --::, Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem ) Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in [ EarthPressure Seismic Load Allow Soil Bearing 3,467.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJISoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in Lateral Load Applied to Stem ) Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 5.00 ft 4.00 ft Wind 0N) (Strength Level) o.o psf [Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ) Total Strength-Level Seismic Load .... . Method : Triangular Load at bottom of Triangular Distribution ...... . 105.000 psf Total Service-Level Seismic Load .... . (Strength) r .s.te.m .. w .. e.ig•h•t•S•e•i•s•m•i•c•L•o•a•d .... -• Fp I WP Weight Multiplier 0.226 g Added seismic base force 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 315.000 lbs 220.500 lbs 79.1 lbs Page 28 I - Title Bres5:i Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 2B2 CIP -5.0' -seismic Page: 2 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-06067955 License To : R2H ENGINEERING, INC. ! Design Summary • Wall Stability Ratios Overturning Sliding 1.42 Ratio < 1.5! 1.16 Ratio< 1.5! Total Bearing Load ... resultant ecc. 2,127 lbs 11.76in Soil Pressure@ Toe 2,727 psf OK Soil Pressure @ Heel O psf OK Allowable 3,467 psf i--Soil Pressure Less Than Allowable ... - ACJ Factored@ Toe 3,818 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force Jess 100% Passive Force= less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 8.2 psi OK 12.5 psi OK 82.2 psi 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 CBC 2016,ACI -Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.000 Seismic, E 1.000 ·- - - - Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Stem Construction Design Height Above Ft9 Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data • ft= lbs= lbs= ft-#= ft-#= psi= psi= psi= in2= in= psi= psi= psf = fc psi= Fy psi= Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 16.00 Center 0.612 1,221.8 2,385.4 3,898.0 25.5 75.0 4.00 100.0 Normal Weight LRFD 2,500.0 60,000.0 Page 29 - - - .• ' - - - - - - Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description ... Wall 282 CIP -5.0' -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 Retain Pro (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 Concrete Stem Rebar Area Details 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 : Maximum Area : Vertical Reinforcing 0.144 in21ft 0.192 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.16 in2/ft 0.2325 in2/fl 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 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 #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths • Footing Design Results 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 2.00 3.00 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 ~ ~ Factored Pressure 3,818 o psf Mu' : Upward 1,501 0 ft-# Mu' : Downward 246 853 ft-# Mu: Design 1,255 853 ft-# Actual 1-Way Shear 8.19 12.55 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*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.78 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in #5@ 28.70 in #6@40.74 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft fl-# 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 720.0 54.0 220.5 79.1 1,073.6 Vertical Loads used for Soil Pressure = 2.00 5.50 2.00 3.50 O.T.M. 1.440.0 297.0 441.0 276.9 2,454.9 1A2 2,126.7 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of I BC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 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 . .... RESISTING ..... Force Distance Moment lbs ft 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 calculation. Page 30 • - - - Title Bres&:1 Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .. Wall 282 CIP -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 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 • : 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 0.126 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 Page 31 - --' - - - - - ' ' - - - - - - - Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 2B2 CIP -5.0' -seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW~6067966 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 Bras~ Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 2B2 CIP -5.0' -seismic Page: 6 Date: 28 AUG 2017 -i This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r -,. - - - - - - - - - - RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 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 6.60 in 0.2325 in2/ft 0.1600 in2/ft Page 33 Title Bress/ Ranch Job # : 17058 Osgnr: EAS Description .... Wall 282 CIP -5.0' -seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:117\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--06067966 License To : R2H ENGINEERING INC. 2'-0" a·· w/ #5@ 16" #4@16.in @Toe #4@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 •• 5'-0" 3" 1'-0" 2'-0" 3'-0" Page 34 Tille Bress! Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 282 CIP -5.0' -seismic Page : 8 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. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 DL=O ,LL=50#, Ecc=o· 90.00psf (Strength-Level). Pp= 520.00# ,t;..... ____ ..J ..... V) c.. a, CD co N ,...__ N r 774# 221# 79# • Seismic lateral ea rth pressure • Seismic due to stem self weight Page 35 Title Bressi Ranch Job # : 17058° Dsgnr: EAS Description .... Wall 2B2 CIP -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 9 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Designer to determine bar cutoff locations 120.0 lbs 360.0 lbs 600.0 lbs 840.0 lbs 1,080.0 lbs 0.0 lbs 240.0 lbs 480.0 lbs I 720.0 lbs 960.0 lbs 5.0 Page 36 Tille Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page: 10 Date: 28 AUG 2017 RetainPro (c) 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 430.0 ft-# 1,290.0 ft-# 2,150.0 ft-# 3,010.0 ft-# 3,870.0 ft-# aeo.q ft-# I 1,no.o ft-# 2.sao.o ft-# I 3,440.0 ft-# Mu= 2, 5.4 MnPhi = 3 898. Page 37 Title Bress! 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 : 1 Date: 28 AUG 2017 ~;:~~::r:o~~~!~1J~;;, Build 11·17·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 [.c.ri.te.r.ia _________ ... I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.50 ft 0.00 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in ...,I s_ur.c.h.a.rg111e-Lo•a•d•s _____ ... 1 ["Lateral Load Applied to Stem • [ Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft Used To Resist Sliding & Overturning ... Height to Top 6.50 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 6.00 ft Used for Sliding & Overturning Load Type Wind (W) I Axial Load Applied to Stem I (Strength Level) Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary o.o lbs 50.0 lbs 0.0 in • Wall Stability Ratios Overturning Sliding 2.81 OK 1.56 OK Total Bearing Load ... resultant ecc. 3,698 lbs 7.09 in Soil Pressure@ Toe 1,642 psf OK Soil Pressure @ Heel 133 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,299 psf ACI Factored@ Heel 186 psf Footing Shear@ Toe 4.7 psi OK Footing Shear@ Heel 9.2 psi OK Allowable 82.2 psi Slldlng Cales Lateral Sliding Force less 100% Passive Force = • less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 1,152.0 lbs 520.0 lbs 1,276.7 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Wind on Exposed Stem = (Service Level) 0.0 psf Stem Construction -) Design Height Above Ftg ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in = psi= psi= psf= 2nd Stem OK 2.50 Concrete LRFD 8.00 # 4 12.00 Center 0.251 557.0 851.4 3,387.6 11 .6 75.0 4.00 100.0 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 12.00 Center 0.633 1,397.0 3,210.6 5,069.7 29.1 75.0 4.00 100.0 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Normal Weight LRFD Concrete Data fc psi= Fy psi= 2,500.0 60,000.0 2,500.0 60,000.0 • 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 Page 38 - - - - • - - I• - - - .. - - - Title Bress~ Ranch Job # : 17058 Dsgnr: EAS Description ... Wall 282 CIP • 6.5' 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-06057966 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 0.0514 in2fft 0.0685 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ O .1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Vertical Reinforcing 0.1938 in2/fl 0.2584 in2/ft 0.16 in2/ft 0.1728 in2/ft 0.1938 in2/ft 0.31 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.768 in2 Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : One layer of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in Two layers of: #4@25.00 In #5@ 38.75 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/fl #6@ 27.50 in #6@ 55.00 in I Footing Dimensions & Strengths I Toe Width Heer Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 3.17 4.17 12.00 in 0.00 in 0.00 in 0.50 ft re = 3,000 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Footing Design Results I ~ Heel Factored Pressure 2,299 186 psf Mu' : Upward 1,065 1,902 ft-# Mu': Downward 246 3,732 ft-# Mu: Design 819 1,831 ft-# Actual 1-Way Shear 4.66 9.18 psi Allow1-WayShear 82.16 82.16psi 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: Not req'd: Mu < phi*S*lambda*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 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 Page 39 ... Title Bres&; Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 2B2 CIP • 6.5' Page: 3 Date: 28 AUG 2017 ., This Watl in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r - - ... - - e· - ' ' - - - - - - -,, - ... 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 ! Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-41 Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load@ Stem Above Soil = Total Resisting/Overturning Ratio 1,125.0 27.0 1,152.0 Vertical Loads used for Soil Pressure = 2.50 2,812.5 7.25 195.8 O.T.M. 3,008.3 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 Weigh1 Key Weight Vert. Component .. ... RESISTING ..... Force Distance Moment lbs ft ft-# 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 * 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 Def! @Top of Wall (approximate only) 250.0 pci 0.071 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 40 ' ,·- ,-- - ,_ ,_ Title Bress; Ranch Job#: 17058 Dsgnr: EAS Description .. Wall 2B2 CIP • 6.5' Page: 4 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17056 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.5' Design Height (GIP), 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 ··- ··- ..• - Title Bress; Ranch Job# : 17058 Dsgnr: EAS Page: 5 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-06067956 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 18.72in 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/ft 0.1938 in2/ft Page 42 Tille Bressi Ranch Job# : 17058. Dsgnr: EAS Description .... Wall 282 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 RetainPro (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. 2'-0" B"w/#4@12" 8" w/ #5@ 12" #4@12.in @Toe #5@12" @Heel > > > )<)) J --..... s-o: --... ~~ •• •• L-L-•• •• J .. .~ ~ X Xll )C )( -)( X -..,--..,)("" ""'""' t • :. ••• JI ... -"'lit' JI 1:i ,,, )(}II; 'II .......... 11,. V'W )CV 'II""' V .. _.A_.. JOI·-.., ~ 4'-0" 6'-6" '1 ' 2'-6" 17 \' -:i -1 3• • ~ 7 J,. 3" 3·-2· "' 4·-2· -~ ... Page 43 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Page : 7 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. DL=O ,LL=50# 1 Ecc=o· 90 _00psf (Strength-Level- Pp= 520.00# l .... u, c.. Cl L,C) N (") Code: CBC 2016,ACI 318-14,ACI 530-13 1152# Page 44 Title Bress! Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' Page : 8 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--06067965 License To : R2H ENGINEERING INC. Wall Masonry 150.0 lbs 0.0 lbs 300.q lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 450.0 lbs I 750.0 lbs 1,050.0 lbs 1,350.0 lbs 600.0 lbs 900.0 lbs 1,200.0 lbs Page 45 Title Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP • 6.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 9 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 0.0 ft-# Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 560.0 ft-# 1,680.0 ft-# 2,800.0 ft-# 3,920.0 ft-# 5,040.0 ft-# 1, 120.9 ft-# 2,240.0 ft-# I 3,360.0 ft-# 4.4ao.o ft-# Mu= 3,2i10.6 MnPhi = ,s 069.7ft Page 46 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 282 CIP • 6.5' • seismic Page : 1 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--06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 '-1[9.r.it.er.ia ________ _.. [soil Data :J Retained Height 6.50 ft Allow Soil Bearing 3,933.0 psf 1 ~----=---...:...· J Wall height above soil O.OO ft Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Slope Behind Wall Height of Soil over Toe Water height over heel LSurchargeLoads 0.00 24.00 in 0.0 ft Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning §ial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in CEarth Pressure Seismic Load Method : Triangular • Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 130. o psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in ~[ii.La.t.e.ra•l•L•o•a•d•A•p•pl.ie•d-to_s .te.m _ _.) I Adjacent Footing Load J Lateral Load 90.0 #/ft Adjacent Footing Load 0.0 lbs ... Height to Top 6.50 ft Footing Width 3.00 ft ... Height to Bottom 6.00 ft Eccentricity 0.00 in Load Type Wind 0N) Wall to Ftg CL Dist 7.00 ft Footing Type Line Load Wind on Exposed Stem = (Service Level) (Strength Level) Base Above/Below Soil 0.0 psf at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load .... . -2.0 ft 0.300 Load at bottom of Triangular Distribution ...... . 136.500 psf Total Service-Level Seismic Load .... . 511.875 lbs 358.313 lbs (Strength) [stem Weight Seismic Load I Fp I WP Weight Multiplier 0.226 g Added seismic base force 102.8 lbs Page 47 ,~ ,'• - - ,,_ ·- ,,. ~- Title Bress;i Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 2B2 CIP -6.5' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Cantilevered Retaining Wall License : KW~6057956 Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. ; Design Summary I Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 2.50 0.00 Overturning 1.95 OK Wall Material Above "Ht" Concrete Concrete Sliding 1.11 Ratio< 1.5! 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@ Heer o psi Strength Level lbs= 793.0 1,928.4 Footing Shear@ Toe 6.6 psi OK Moment. ... Actual Service Level ft-#= Footing Shear@ Heel 16.1 psi OK Strength Level ft-#= 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°/o Passive Force = 520.0 lbs Service Level psi= less 1 OOo/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 psf = 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 Bres~ Ranch Job # : 17058 Dsgnr: EAS 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 Page: 3 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 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: Vertical Reinforcing 0.074 in2/ft 0.0987 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.768 in2 200bd/fy : 200(12)(4)/60000 : 0.0018bh: 0.0018(12)(8): 0.16 in2/ft 0.1728 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.192 in2/ft Horizontal Reinforcing Options : Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) : (4/3) • As : ============ 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Vertical Reinforcing 0.2729 in2/ft 0.3639 in2/ft One layer of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in Two layers of: #4@ 25.00 in #5@ 38.75 in #6@ 55.00 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.480 in2 200bd/fy : 200(12)(4)/60000 : 0.0018bh: 0.0018(12)(8): 0.16 in2/ft Min Stem T&S Reinf 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 : Provided Area : 0.2729 in2/ft 0.31 in2/ft #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 ! FootingDimensions & Strengths:::) Toe Width 1.00 ft Heel Width 3.17 Total Footing Width 4.17 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 pcf 0.0018 Footing Design Results I ~ 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 Allow1-WayShear 82.16 82.16psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing # 5@ 12.00 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: #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 Page 49 , ..... Title Bress; 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 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067956 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 Summa7 of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item I bs fl 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 1,125.0 27.0 358.3 102.8 1,613.1 Vertical Loads used for Soil Pressure = 2.50 7.25 2.50 4.25 O.T.M. 2,812.5 195.8 895.8 437.0 4,341.1 1.95 3,697.8 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heer 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 . .... RESISTING ..... Force Distance Moment lbs ft ft-# 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 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC2009 or IBC 201 Total= 3,647.8 lbs R.M.= 8,461.6 * 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 0.094 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 Brass; Ranch Job#: 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' -seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.5' Design Height (GIP), 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 •. Title Bress~ Ranch Job# : 17058 Dsgnr: EAS Page: 6 Date: 28 AUG 2017 Description ... Wall 282 CIP -6.5' -seismic This Wall in File: S:\17\17056 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17056 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcen•e : KW-06067966 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 16.00 in 16.72 in 23.40 in 14.40 in 16.00 in 8.44 in 0.3100 in2/ft 0.2729 in2/ft Page 52 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 2B2 CIP -6.5' -seismic This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 7 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 .. --.. 1 -o- • • • • --• • • • J .. .II x .. x._x x ... x._x.._x ... x._x._x .. x x.._x x x ~ ......... .x. j l j l xvvxvvvv A X A A-y ~ 4'-0" 6'-6 " 1 ' j l 2'-6" , ' I 7 -., l 3" -j • ~ ' ~ 3" 3'-r Page 53 Title Bres~ Ranch Job# : 17058. Dsgnr: EAS Description .... Wall 2B2 CIP • 6.5' • seismic Page : 8 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 Llcenae : KW-06067955 License To : R2H ENGINEERING INC. DL=O s..LL:50#, Ecc=O~ 90.0upsf (Strength-Level1. Pp= 520.00# iii a. ..... .--: ,._ ,._ ..... N Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1152# 358# 103# • Seismic lateral earth pressure • Seismic due to stem self weight Page 54 Title BressJ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 282 CIP -6.5' -seismic This Wall in File: S:\17\17058-Bressi Ranch\2 - Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 9 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 Masonry Designer to determine bar cutoff locations 190.0 lbs 570.0 lbs 950.0 lbs 1,330.0 lbs 1,710.0 lbs 0.0 lbs 380.0 lbs 760.0 lbs I 1,140.0 lbs 1,520.0 lbs Page 55 Title BressJ Ranch Job #: 17058 Osgnr: EAS Description .... Wall 282 CIP • 6.5' • seismic This Wall in File: S:117\17058 . Bressi Ranch\2 . Cales (In SD 07112017 and in SLC)\17058 • bressi r Page : 10 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.114.114 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 560.0 ft-# 1,680.0 ft-# 2,800.0 ft-# 3,920.0 ft-# 5,040.0 ft-# 1, 1 ~0.9 ft-# 2,240.0 ft-# 3,360.0 ft-# 4,480.0 ft-# Mu = 4, 1.0 MnPhi = 5 069.7ft Page 56 Title Bressi 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 : 1 Date: 28 AUG 2017 ~~:~~:r~~~~:~1;~;:• Build 11·17·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 C '-.c.r.it.e.ri_a _________ :,.. r Soil Data :J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.67 ft 0.50 ft 0.00 24.00 in 0.0 ft rs;:urcharge Loads I Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning ~al Load Applied to Stem--J Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 50.0 lbs 0.0 in • 2.24 OK 1.54 OK 2,704 lbs 7.87 in Soil Pressure@ Toe 1,648 psf OK Soil Pressure @ Heel O psf OK Allowable 2,750 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,307 psf ACI Factored @ Heel O psf 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 13.3 psi OK 10.1 psi OK 82.2 psi 943.5 lbs 520.0 lbs 929.0 lbs 0.0 lbs OK 0.0 lbs OK Allow Soil Bearing = 2,750.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in Lateral Load Applied to Stem J Lateral Load 90.0 #/ft ... Height to Top 6.17 ft ... Height to Bottom 5.17 ft Load Type Wind (IN) (Strength Level) Wind on Exposed Stem = 0.0 psf (Service Level) 2nd [ Stem Constructi~ ) Stem OK Design Height Above Ftg ft= 2.67 Wall Material Above "Ht" Masonry Design Method LRFD Thickness 8.00 Rebar Size # 4 Rebar Spacing 16.00 Rebar Placed at Center Design Data Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry LRFD 8.00 # 5 16.00 Center fb/FB + fa/Fa 0.237 0.691 Total Force@Sectlon Service Level lbs= Strength Level lbs= 377.8 1,118.4 Momenl...Actual Service Level ft-#= Strength Level ft-#= 557.7 2,453.6 Moment. .... Allowable ft-#= 2,390.6 3,585.6 Service Level psi= Strength Level psi= 4.1 12.2 Shear. .... Allowable psi= 90.0 90.0 Anet (Masonry) in2 = 91.50 91.50 Rebar Depth 'd' in= 3.75 3.75 Masonry Data fm psi= 2,500 2,500 Fy psi= 60,000 60,000 Yes Yes Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Solid Grouting Modular Ratio 'n' Wall Weight 12.89 12.89 psf= 84.0 84.0 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data re Fy in= 7.60 7.60 Normal Weight LRFD psi= psi= 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 Page 57 • !'· .. ,, - ,. , .• ·- ,, .... ,. ,.~ - "'' Title Bress; 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 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 1 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 pct 0.0018 I Footing Design Results I I2l! ~ Factored Pressure 2,307 o psf Mu' : Upward 1,036 494 fl-# 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 ln, #5@ 14.35 ln, #6@ 20.37 in, #7@ 27.78 ·,n, #8@ 36.57 in, #9@46 Heel: Not req'd: Mu < phi*S*lambda*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 0.91 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 ln ..... OVERTURNING ..... .. ... RESISTING ..... 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 Weigh1 Key Weight Vert. Component Force Distance Moment lbs ft fl-# 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. I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wait 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 • 111,_., Title Bress; Ranch Job # : 17058 Dsgnr: EAS Description ... Wall 3A1 -6.17' Page: 3 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 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 top of wall NO Load from adjacent building footing ,~. " - • Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 59 ·~ ,.~ ·~ ' - .... " Title Bressj Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 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 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 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 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 0.4599 in2/ft Page 60 Title Bress; Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A1 • 6.17' Page : 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067955 License To : R2H ENGINEERING INC. 2'-0" 8" w/ #4@ 16" Solid Grout 8" w/ #5@ 16" #4@16.in @Toe #4@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 S-2" 3" j'-0'~ 2'-6" -- ~ 3'-6" -- Page 61 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 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 RetalnPro {c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall DL=O ,LL=50#, Ecc=o· 1 90.00psf (Strength-Level) Pp= 520 00# Code: CBC 2016,ACI 318-14,ACI 530-13 944# Page 62 Tille Bressi Ranch Job#: 17058. Dsgnr: EAS Description .... Wall 3A1 • 6.17' 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-06057956 License To : R2H ENGINEERING, INC. Masonry 120.0 lbs 24,!).0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 360.0 lbs I 600.0 lbs 840.0 lbs 480.0 lbs 720.0 lbs 1,080.0 lbs s6o.o 1bs I Page 63 Title Bress/ Ranch Job# : 17058 Dsgnr: EAS Description .... Wall 3A1 -6.17' Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. Masonry 400.0 ft-# 0.0 ft-# .17 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,200.0 ft-# 2,000.0 ft-# 2,800.0 ft-# 3,600.0 ft-# 800.0 ft-# I 1,aoo.o ft-# 2,400.0 ft-# 3,200.0 tt-# Page 64 Title Bressj 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 : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 [.c.rit.e.ri.a ________ :)_.. [ Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.67 ft Allow Soil Bearing 3,667.0 psf 0.50 ft 0.00 24.00 in 0.0 ft Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • [ Surcharge Loads • [ Lateral Load Applied to Stem I [ Adjacent Footing Load Lateral Load 90.0 #/ft Adjacent Fooling Load ... Height to Top 6.17 ft Footing Width ... Height to Bottom 5.17 ft Eccentricity Load Type Wind (W) Wall to Fig CL Dist • (Strength Level) Footing Type Base Above/Below Soil Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning ------- Axial Load Applied to Stem Wind on Exposed Stem = o.o psf at Back of Wall (Service Level) Poisson's Ratio Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in [ Earth Pressure Seismic Load I Method : Triangular Total Strength-Level Seismic Load ..... Load at bottom of Triangular Distribution ...... . 119.070 psf Total Service-Level Seismic Load ..... (Strength) I Stem Weight Seismic Load J Fp t WP Weight Multiplier 0.226 g Added seismic base force ::. 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 397.039 lbs 277.927 lbs 82.0 lbs Page 65 ,~ ,._ - ,. ' - ·- - - - Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description ... Wall 3A1 -6.17' -seismic Page: 2 Date: 28 AUG 2017 This Wall in Fite: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Cantilevered Retaining Wall License : KW-06057955 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 Stability Ratios Design Height Above Ftg fl= 2.67 0.00 Overturning 1.59 OK Wall Material Above "Ht" Masonry Masonry Sliding 1.11 Ratio< 1.5! Design Method LRFD LRFD Thickness 8.00 8.00 Total Bearing Load 2,704 lbs Rebar Size # 4 # 5 ... resultant ecc. 12.10 in Rebar Spacing 16.00 16.00 Soil Pressure@ Toe 2,430 psi OK Rebar Placed at Center Center Design Data Soil Pressure @ Heel 0 psi OK tb/FB + fa/Fa 0.319 0.943 Allowable 3,667 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored@ Toe 3,402 psi ACI Factored @ Heel O psi Strength Level Jbs = 524.5 1,522.4 Footing Shear@ Toe 20.0 psi OK Moment .... Actual Service Level ft-#= Footing Shear@ Heel 16.8 psi OK Strength Level ft-#= 754.2 3,357.0 Allowable 82.2 psi Sliding Cales Moment. ... Allowable ft-#= 2,390.6 3,585.6 Lateral Sliding Force 1,303.4 lbs less 100o/o Passive Force= 520.0 lbs Service Level psi= less 100°/o Friction Force = 929.0 lbs Strength Level psi= 5.7 16.6 Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 90.0 90.0 .... for 1.5 Stability 506.1 lbs NG Anet (Masonry) in2 = 91.50 91.50 Rebar Depth 'd' in= 3.75 3.75 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 84.0 Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60 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 66 - - ·- - - ·- Title Bres~ 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 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067965 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 2.50 --3.50 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I LQ§ ~ Factored Pressure 3,402 O psf Mu' : Upward 1,446 45 ft-# Mu' : Downward 328 2,114 ft-# Mu: Design 1,118 2,069ft-# 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*S*lambda*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 Summa7 of Overturning & Resisting Forces & Moments 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 ..... OVERTURNING ..... ..RESISTING ..... Force Distance Moment Item lbs ft fl-# 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 889.5 54.0 277.9 82.0 1,303.4 Vertical Loads used for Soil Pressure = 2.22 6.67 2.22 4.08 O.T.M. 1,977.4 360.2 617.8 334.8 3,290.2 1.59 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 Weigh1 Key Weight Vert. Component Force Distance lbs ft 1,351.1 2.58 1.33 50.0 1.33 260.0 0.50 518.2 1.33 525.0 1.75 0.50 Moment ft-# 3.490.4 66.7 130.0 690.9 918.8 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 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. I 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 67 • Title Bres~ Ranch Job # ; 17058 Dsgnr: EAS Description ... Wall 3A1 -6.17' -seismic Page: 4 Date: 28 AUG 2017 This Wall in File: S:\ 1 r,._ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057966 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 wall NO Load from adjacent building footing , ..... -· ·- ,. .... Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,ACI 530-13 Page 68 ·-~ ,,_ , .. ·- - Title Bress;I Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description ... Wall 3A1 -6.17' -seismic This Wall in File: 8:\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. 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 6.39 in 0.2325 in2/ft 0.6292 in21ft Page 69 Tille Bres5! Ranch Job # : 17058 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 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 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. 2'-0" 8" w/ #4@ 16" Solid Grout 8" w/ #5@ 16" #4@16 in @Toe #4@16" @Heel Cantilevered Retaining Wall 1'-0" 2°-6" ~ -~ - 3'-S" - Code: CBC 2016,ACI 318-14,ACI 530-13 s-2" 3" Page 70 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A1 -6.17' -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. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 DL=O ,LL=50#, Ecc=o· (Stre n gTR..:e~.fe~. Pp= 520.00# ._ "' C. 0) CD 0) N ~ N r 944# 278# 82# • Seismic lateral earth pressure • Seismic due to stem self weight Page 71 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 : 8 Date: 28 AUG 2017 RetainPro (c) 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 Masonry Designer to determine bar cutoff locations 150.0 lbs 450.0 lbs 750.0 lbs 1,050.0 lbs 1,350.0 lbs 0.0 lbs 300.0 lbs 600.0 lbs I 900.0 lbs I 1,200.0 lbs t f Page 72 Title Bres~ 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 : 9 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 400.0 ft-# 1,200.0 ft-# 2,000.0 ft-# 2,800.0 ft-# 3,600.0 ft-# aoo.o ft-# 1.soo.o ft-# I 2,400.0 ft-# I 3,200.0 ft-# I Page 73 Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A2 • 8.17' This Wall in File: S:117\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)I 17058 -bressi r Page : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--0&0&1966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. ,c.r.it.e.ri.a _________ _.1 'Soi!Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 7.67 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 3,650.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in "llls.u.rc•h•a•r•g~e•L•o•a•d•s-----~ .. • [ Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 50.0 lbs 0.0 in --, 4.68 OK 1.52 OK 8,795 lbs 3.63 in Soil Pressure@ Toe 1,583 psf OK Soil Pressure @ Heel 930 psf OK Allowable 3,650 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,216 psf ACI Factored @ Heel 1,303 psf Footing Shear@ Toe 10.9 psi OK Footing Shear@ Heel 7.5 psi OK Allowable 82.2 psi Slldlng Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = 2,961 .7 lbs 1,434.4 lbs 3,060.8 lbs Added Force Req'd ... .for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Stem Construction 90.0 #/ft 8.17 ft 7.17 ft Wind (W) (Strength Level) 0.0 psf ) 2nd Stem OK Design Height Above Ftg ft= 3.33 Wall Material Above "Ht" Masonry Design Method LRFD Thickness 8.00 Rebar Size # 4 Rebar Spacing 16.00 Rebar Placed at Edge Design Data Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry LRFD 12.00 # 6 16.00 Edge fb/FB + fa/Fa 0.376 0.676 Total Force @ Section Service Level lbs= Strength Level lbs= 705.6 3,291 .2 M oment.. .. Actual Service Level ft-#= Strength Level ft-#= 1,264.0 7,202.6 Moment. .... Allowable ft-#= 3,403.1 12,684.4 Service Level psi = Strength Level psi= 7.7 23.6 Shear ..... Allowable psi= 90.0 90.0 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 Modular Ratio 'n' 12.89 12.89 Wall Weight psf= 84.0 133.0 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type Normal Weight Masonry Design Method LRFD Concrete Data re psi= Fy psi= • I 6,000.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 Page 74 - ,.. - ,., .... - - - - Title Bres~ 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 (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 i Footing Dimensions & Strengths I Footing Design Results-~) Toe Width 1.00 ft Heel Width 6.00 Total Footing Width 7.00 ~ !ru! Factored Pressure 2,216 1,303 psf Mu' : Upward 1,086 18,999 ft-# Footing Thickness 15.00 in Mu' : Downward 403 19,544 ft-# Key Width 0.00 in Key Depth 0.00 in Key Distance from Toe 0.50 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 fc = 3,000psi 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 3.00 3.00 in Other Acceptable Sizes & Spacings Cover@Top @Btm.= 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 < phl*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 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 ..... Force Distance Moment .. ... RESISTING ..... 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) Earth @ Stem Transitions= 849.4 1.42 1,206.3 188.0 1.83 344.7 Footing Weight 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 displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure JS 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 onty) 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 • c• - - .. - Title Bressi Ranch Job#: 17058. Dsgnr: EAS Description .. Wall 3A2 • 8.17' Page: 3 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057956 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:\17\17058 -Bressi Ranch\2 -Cales (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 tt6 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment= Development length for tt6 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 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A2 -8.17' Page : 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 - Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING, INC. 8 w/#4@ 15· Solid Grout 12'"w/#6@ 16 Solid Grout #4~16 in @ oe #6@16 " @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" 7-s· 8'-2" 3'-4" • E j 6-o· T-0" Page 78 Tille Bressi Ranch Job # : 17058. Dsgnr: EAS Page : 6 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 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O ,LL=50#, Ecc=o· 90.00psf (Strength-Level). Pp= 1434.38# ~ .,_ .,_ ~ ~ C. a. ~ r--1,l') (") N 0 CD (") I,{) Cl> Code: CBC 2016,ACI 318-14,ACI 530-13 i AdJ Ftg Load =6000# Ecc.=O'" from CL 2962# Page 79 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A2 -8.17' 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.06057955 License To : R2H ENGINEERING INC. Masonry o.o lbs 8.17 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 Designer to determine bar cutoff locations 1,050.0 lbs 1,750.0 lbs 2,450.0 lbs 3,150.0 lbs 100.0 lbs 1,400.0lbs I 2, 100.0lbs i 2,800.0 "" I Page 80 Title Bress! Ranch Job # : 17058 Dsgnr: EAS 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 Page : 8 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 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,410.0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 0.0 ft-# 2,820.0 ft-# 5,640.0 ft-# J ''T'Oft-# 11 ,280.0 ft-# ----11--· .. ---•----t----+·----+·----1-----t- +------i--~--t·~----+------+-----~+-~---11-----1----- Page 81 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 : 1 Date: 28 AUG 2017 ~i~t!~~:r~J:~:~1J~;;, Build 11·11·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13 .,[ c.r.it.e.ri.a ________ .... 1 Soil Data J Retained Height 7.67 ft Allow Soil Bearing 4,000.0 psf Equivalent Fluid Pressure Method Wall height above soil o.5o ft Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 Height of Soil over Toe Water height over heel [ Surcharge Loads 24.00 in 0.0 ft Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in • • Passive Pressure 300.0 psf/ft Soil Density, Heel 130.00 pcf Soil Density, Toe 130.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure 12.00 in [ Lateral Load Applied to Stem l Lateral Load 90.0#/ft ... Height to Top 8.17 ft ... Height to Bottom 7.17 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stern = o.o psf (Service Level) I ~acent Footing Load Adjacent Fooling Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio [Earth Pressure Seismic Load ) Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution . . . . . . . 161.000 psf Total Service-Level Seismic Load .... . (Strength) l Stem Weight Seismic Load :J Fp I WP Weight Multiplier 0.226 g Added seismic base force • 6,000.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 717.980 lbs 502.586 lbs 134.4 lbs Page 82 I ··- -~ .~ ... , ... ·- - , ....... ,_ :,- - Title Bress:i Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 3A2 -8.17' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Cantilevered Retaining Wall License : KW-06057955 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 Stability Ratios Design Height Above Ftg ft= 3.33 0.00 Overturning 3.65 OK Wall Material Above "Ht" Masonry Masonry Sliding 1.25 Ratio < 1.5! Design Method LRFD LRFD Thickness 8.00 12.00 Total Bearing Load 8,795 lbs Rebar Size # 4 # 6 ... resultant ecc. 6.56 in Rebar Spacing 16.00 16.00 Soil Pressure @ Toe 1,846 psf OK Rebar Placed at Edge Edge Design Data Soil Pressure @ Heel 667 psf OK fb/FB + fa/Fa 0.514 0.737 Allowable 4,000 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 2,584 psf ACI Factored @ Heel 934 psf Strength Level lbs= 967.4 4,014.0 Footing Shear@ Toe 13.2 psi OK Moment. ... Actual Service Level ft-#= Footing Shear@ Heel 3.7 psi OK Strength Level ft-#= 1,732.1 9,254.4 Allowable 82.2 psi Sliding Cales Moment .... Allowable ft-#= 3,403.1 12,684.4 Lateral Sliding Force 3,598.7 lbs less 100% Passive Force = 1,434.4 lbs Service Level psi= less 100% Friction Force = 3,060.8 lbs Strength Level psi= 10.6 28.8 Added Force Req'd 0.0 lbs OK Shear. .... Allowable psi= 90.0 90.0 .... for 1.5 Stability 902.9 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 psf = 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 83 - - Title Bres~ Ranch Job#: 17058 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description .. Wall 3A2. 8.17' -seismic This Walt in File: S:\17\17058 -Bressi Ranch\2. Cales (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 Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Deplh Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 3.00 1.00 ft 6.00 7.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 • Footing Design Results I I2l, ~ 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 @ 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 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 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,591.0 2.97 4,730.0 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load 1,316.8 1.82 2,399.7 Added Lateral Load 54.0 8.92 481.7 Load @ Stem Above Soil = Seismic Earth Load 502.6 2.97 1,494.2 Seismic Stem Self Wt 134.4 4.87 654.3 Total 3,598.7 O.T.M. 9,759.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.65 8,795.2 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 . .... RESISTING ..... Force Distance lbs ft 4,984.9 4.50 1,150.4 50.0 260.0 849.4 188.0 1,312.5 6.04 1.50 1.50 0.50 1.42 1.83 3.50 0.50 Moment ft-# 22,431.8 6,949.9 75.0 130.0 1,206.3 344.7 4,593.8 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 Vertical component of active lateral soil pressure IS NOT considered in * Axial live load NOT included in total displayed, or used for overturning resistance. but is included for soil pressure calculation. • , ..... 1 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 0.060 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 Brass; Ranch Job # : 17058 Dsgnr: EAS Description .. Wall 3A2 -8.17' -seismic Page: 4 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. 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 ·- ·- - Title Bress~ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 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 RetainPro (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: 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 0. 7005 in2/ft Page 86 Title Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... Wall 3A2 -8.17' -seismic Page : 6 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· a·wt #4@ 15· Solid Grout 12• WI #6@ 15• Solid Grout #4~16 in @Toe #6@16" @Heel Cantilevered Retaining Wall • 1·-0· 6' --0" T-0" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" 8'-2" 3'-4" '' 3" _J•_3" 3" Page 87 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall 3A2 - 8.17' -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. DL=O ,LL=SO#, Ecc=O~ 90.0oosr_ (Stren gtti-LeVel,. Pp= 1434.38# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 -(I) C. co ('l ,..... (0 (0 Adj Ftg Load =6000# Ecc.=O" from CL t - 2962# 503# 134# • Seismic lateral earth pressure • Seismic due to stem self weight Page 88 Title Bress; Ranch Job# : 17058 Dsgnr: EAS Description .... Wall 3A2 -8.17' -seismic Page : 8 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-06057966 License To : R2H ENGINEERING, INC. Masonry 400.0 lbs 0.0 lbs I 8.17 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,200.0 lbs 2,000.0 lbs 2,800.0 lbs 3,600.0 lbs 800.0 lbs I 1,600.0 lbs 2,400.0 lbs I 3,200.0 lbs Page 89 Title Bressj 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 : 9 Date: 28 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. Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,410.0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 0.0 ft-# 2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11 ,280.0 ft-# 8.17 1 1----1- Page 90 Title Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... WallA-6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r Page : 1 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. ["criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.33 ft 0.50 ft 0.00 24.00 in 0.0 ft Soil Data ) Allow Soil Bearing 2,800.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJISoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • .,C§_u.rc•h•a•rg•e-L•o•a•d•s _____ _.) I Lateral Load Applied to Stem • [ Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity ["oesign Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 50.0 lbs 0.0 in ) 2.08 OK 2.00 OK 3,080 lbs 8.99 in Soil Pressure @ Toe 1,894 psf OK Soll Pressure @ Heel O psf OK Allowable 2,800 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,652 psf ACI Factored @ Heel O psf Footing Shear@ Toe 16.2 psi OK Fooling Shear@ Heel 12.8 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 1,128.6 lbs 1,200.0 lbs 1,060.4 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom 90.0 #/ft 6.83 ft 5.83 ft Adjacent Fooling Load Fooling Width Eccentricity Load Type Wind (W) (Strength Level) Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Wind on Exposed Stem = (Service Level) 0.0 psf Stem Construction • __ 2nd::._._-=B-"o-"tt-"-o:.:.m'------- ~----------.. -Stem OK Stem OK Design Height Above Ftg ft= 2.00 0.00 Wall Material Above "Ht" Masonry Masonry Design Method LRFD LRFD Thickness 8.00 8.00 Rebar Size # 4 # 5 Rebar Spacing 16.00 16.00 Rebar Placed at Edge 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= Masonry Data ---- fm psi= Fy psi= 0.374 690.0 1,255.6 3,403.1 7.5 90.0 91.50 5.25 0.643 1,372.2 3,275.2 5,155.0 15.0 90.0 91 .50 5.25 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Solid Grouting Modular Ratio 'n' Wall Weight psi= 2,500 60,000 Yes 12.89 84.0 2,500 60,000 Yes 12.89 84.0 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 Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= 7.60 Normal Weight LRFD 7.60 0.0 lbs 3.00 ft O.OOin 7. 75 ft Line Load -2.0 ft 0.300 Page 91 ',,,., - - - " Title Bres~ 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 Dale: 30 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 1.00 ft Heel Width 2.67 Total Footing Width 3.67 Footing Thickness 12.00 in Key Width o.oo in Key Deplh 0.00 in Key Distance from Toe 0.50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As% 0.0018 Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results I ~ !!22! 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 Allow1-WayShear 82.16 82.16psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 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: 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 lf one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 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 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 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 ReslstlngfOverturning 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 Vertical component of active lateral soil pressure IS NOT considered in 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 .. ... RESISTING ..... 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.B 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. • 1,-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 0.098 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 BresS:I Ranch Job # : 17058 Dsgnr: EAS Description ... Wall A· 6.83' Page: 3 Date: 30 AUG 2017 This Walt in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW~6067955 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 - ··- ,.. '•'"" Title Bress:I Ranch Job # : 17058 Dsgnr: EAS Page: 4 Date: 30 AUG 2017 Description ... Wall A· 6.83" This Wall in File; S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17056 -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: 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 in21ft 0.4318 in2/ft Page 94 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Description .... Wall A -6.83' Page : 5 Date: 30 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--06057955 license To : R2H ENGINEERING INC. 2'-0" a·wt #4@ 15· Solid Grout ·w/#5@ 16~ olid Grout #4@16.in @Toe #4@16. @ Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 6'-10" 3" 3'-8" Page 95 Title Bress/ Ranch Job# : 17058 Dsgnr: EAS Page : 6 Date: 30 AUG 2017 Description .... Wall A -6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 0711 2017 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 DL=O ,LL=SO#. Ecc=O~ 90.00psf (Strength-Level Pp= 1200.00# ...... ...... Code: CBC 2016,ACI 318-14,ACI 530-13 1129# Page 96 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... WallA-6.83' Page : 7 Date: 30 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. Masonry 150.0 lbs 0.0 lbs I 300.01bs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 450.0 lbs 750.0 lbs 1,050.0 lbs 1,350.0 lbs 600.0 lbs 900.0 lbs 1,200.0 lbs Page 97 Title Bress! Ranch Job# : 17058 Dsgnr: EAS Description .... WallA -6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 8 Date: 30 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 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 0.0 ft-# 570.0 ft-# 1,710.0 ft-# 2,850.0 fl-# 3,990.0 ft-# 5,130.0 ft-# 1, 140.0 ... 2,280.0 ... 3.<20.0 ... 4,T.O ... Page 98 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Page : 1 Date: 30 AUG 2017 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 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 !Criteria --) Retained Height = 6.33 ft Wall height above soil 0.50 ft Slope Behind Wall 0.00 Height of Soil over Toe Water height over heel 24.00 in 0.0 ft rsoi!Data ) Allow Soil Bearing 3,733.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • • L.s.u.rc•h•a•r•g•e•L•o•a•d•s ______ ). l Lateralload Applied to Stem Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft 6.83 ft 5.83 ft I ["A"djacent Footing Lo~ Adjacent Footing Load 0.0 lbs 3.00 ft 0.00 in 7.75 ft Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning ----- . Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 50.0 lbs 0.0 in Earth Pressure Seismic Load J Method : Triangular ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Wind 0N) (Strength Level) 0.0 psf Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load .... . Load at bottom ofTriangular Distribution ....... 133.000 psf Total Service-Level Seismic Load .... . (Strength) [ Stem Weight Seismicload I FP I WP Weight Multiplier 0.226 g Added seismic base force Line Load -2.0 ft 0.300 487.445 lbs 341.212 lbs 90.8 lbs Page 99 ) - ,'~•- Title Bras~ Ranch Job#: 17058 Dsgnr: EAS Description .. Wall A -6.83' -seismic Page: 2 Date: 30 AUG 2017 This Walt in File: S:\17\17058 -Bressi Ranch\2 -Cates (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. I Design Summary • Wall Stability Ratios Overturning Sliding 1.48 Ratio< 1.5! 1.45 Ratio < 1.5! Total Bearing Load ... resultant ecc. 3,080 lbs 13.80 in Soil Pressure@ Toe 3,005 psf OK Soil Pressure @ Heel o psf OK Allowable 3,733 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 4,207 psf ACI Factored @ Heel o psf Footing Shear@ Toe 25.3 psi OK Footing Shear@ Heel 21.4 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 1,560.6 lbs 1,200.0 lbs 1,060.4 lbs 0.0 lbs OK 80.4 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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Stem Construction ---. Design Height Above Ft9 ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level lbs= Strength Level lbs = MomenL ... Actual Service Level ft-#= Strength Level ft-#= Moment .... Allowable ft-#= Service Level psi = Strength Level psi = Shear. .... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data fm psi= Fy psi= Solid Grouting Modular Ratio 'n' Wall Weight psi= Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= 2nd Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry LRFD LRFD 8.00 8.00 # 4 # 5 16.00 16.00 Edge Edge 0.511 0.878 951.8 1,865.4 1,722.6 4,485.0 3,403.1 5,155.0 10.4 20.4 90.0 90.0 91.50 91.50 5.25 5.25 2,500 2,500 60,000 60,000 Yes Yes 12.89 12.89 84.0 84.0 7.60 Normal Weight LRFD 7.60 Page 100 ,·~ , .. Title Brass~ 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-06067966 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 1.00 ft 2.67 3.67 12.00 in 0.00 in 0.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pct 0.0018 Footing Concrete Density Min. As o/o Cover@Top 3.00 @ Btm.= 3.00 in • Footing Design Results ) I2lt ~ Factored Pressure 4,207 O psf Mu': Upward 1,762 19 ft-# Mu' ; Downward 328 2,725 fl-# Mu: Design 1,434 2,706 fl-# 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 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 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 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 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 54.0 341.2 90.8 1,560.6 Vertical Loads used for Soil Pressure= 2.44 7.33 2.44 4.42 O.T.M. 2,625.6 395.8 833.7 400.7 4,255.8 1.48 3,079.8 lbs If seismic is included. the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in 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 .. ... RESISTING ..... 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. • , ..... , the calculation of Sliding Resistance. ,- Vertical component of active lateral soil pressure IS NOT considered in the calculat'lon 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 0.155 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:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 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 102 - Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 5 Date: 30 AUG 2017 Description .. Wall A -6.83' -seismic This Walt 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. 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/ft 0.5913 in2/ft Page 103 Title Bressf Ranch Job#: 17058. Dsgnr: EAS Description .... Wall A -6.83' -seismic Page : 6 Date: 30 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 Licenn : KW-06057955 License To : R2H ENGINEERING INC. 2'-0" 8 w/#4@ 16 Solid Grout w/#5@ 16 olid Grout #4@ 16 in @ Toe #4@16 @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 6'-10" 3" 2'-8 3'-8" Page 104 Title Bressl Ranch Job # : 17058. Dsgnr: EAS Description .... Wall A -6.83' -seismic Page : 7 Date: 30 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 11.17.0<4.04 License : KW.06057955 License To : R2H ENGINEERING INC. DL=O ,LL=50# , Ecc=-0 90.00psf (Strength-Level- Pp= 1200.00# rii a. Ol ~ I!) 0 0 M Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1129# 341# 91# • Seismic lateral earth pressure • Seismic due to stem self weight Page 105 Title Bress! Ranch Job#: 17058 Dsgnr: EAS Description .... Wall A -6.83' -seismic Page : 8 Date: 30 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-06057955 License To : R2H ENGINEERING INC. Masonry 190.0 lbs 0.0 lbs 380.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACJ 318-14,ACI 530-13 Designer to determine bar cutoff locations 950.0 lbs 1,330.0 lbs 1,710.0 lbs 760.0 lbs I 1,140.0 lbs 1,520.0 lbs Page 106 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 : 9 Date: 30 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 0.0 ft-# 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 ft-# 1. 140.0 ft-# 2.2ao.o tt-# I 3,420.0 ft-# 4,560.0 ft-# Page 107 Title Bres~ 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 : 1 Date: 30 AUG 2017 ~~i:~~:r~~:~i:~J~~J· eund 11·17·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 ~c .. ri.te.r.ia .................. _..l l soi!Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 7.00 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing = 3,200.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psftft 130.00 pcf 130.00 pcf 0.350 12.00 in .,I s .. u.rc.h.a.rg.e .. L.o.a.d.s ............. ) r Lateral Load Applied to Stem J [ Adjacent Footing Load Surcharge Over Heel 260.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning r--:-------' Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 50.0 lbs 0.0 in ) J Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.95 OK 1.51 OK 5,706 lbs 10.36 in Soil Pressure@ Toe 2,324 psf OK Soil Pressure @ Heel O psf OK Allowable 3,200 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,254 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force = 16.5 psi OK 17.3 psi OK 82.2 psi less 100% Passive Force = - less 100% Friction Force = 2,075.3 lbs 1,434.4 lbs 1,706.6 lbs Added Force Req'd = .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Lateral Load 90.0 #/ft ... Height to Top 7.50 ft ... Height to Bottom 6.50 ft Load Type Wind 0N) (Strength Level) Wind on Exposed Stem = (Service Level) Stem Construction Design Haight Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Momant.. •. Actual Service Level Strength Level Moment. .... Allowable Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight 0.0 psf • ft = lbs= lbs= ft.:#= ft.:#= ft.:#= psi = psi= psi= in2= in= psi= psi= psf = 2nd Stem OK 2.67 Masonry LRFD 8.00 # 4 16.00 Edge 0.726 1,244.2 2,455.6 3,403.1 13.6 90.0 91 .50 5.25 2,500 60,000 Yes 12.89 84.0 Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry LRFD 12.00 # 5 16.00 Edge 0.824 2,554.0 7,424.7 9,078.4 18.3 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type Normal Weight Masonry Design Method LRFD Concrete Data fc psi = Fy psi= 0.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 Page 108 - , .. Title Bres~ Ranch Job # : 17058 Dsgnr: EAS Page: 2 Date: 30 AUG 2017 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 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 ·1 Footing Design Results 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 pct 0.0018 !l!!l ~ Factored Pressure 3,254 O 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 Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings 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 ..... OVERTURNING ..... 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 ..... RESISTING ..... Force Distance Moment Force Distance Moment 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 = Total 2,075.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.75 3,743.4 4.13 2,722.5 8.25 445.5 O.T.M. 6,911.4 1.95 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 Weigh1 Key Weight Vert. Component 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 • 1-· Total= 4,876.0 lbs R.M.= 13,446.4 Vertical component of active lateral soil pressure IS NOT considered in * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. ,..-.. 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 Bress:I Ranch Job# : 17058 Dsgnr: EAS Description .. Wall B-7.5' Page: 3 Date: 30 AUG 2017 This Wall in Fite: 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-06067955 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 I··•' - - - Title BresSi Ranch Job# : 17058. Dsgnr: EAS Page: 4 Date: 30 AUG 2017 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 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 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 6.39 in 0.2325 in2/ft 0.5620 in2/ft Page111 Title Bres~ Ranch Job # : 11osa· Dsgnr: EAS Description .... Wall B -7.5' Page : 5 Date: 30 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--06067955 License To : R2H ENGINEERING, INC. 8" w/ #4@ 16" Solid Grout 12" w/ #5@ 16" #4@16 in @ Toe #6@16" @ Heel Cantilevered Retaining Wall 1'-0" 4'-0" 5'-0" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" T-0" T-6" 2'-8" 3" Page 112 Title Bress/ Ranch Job # : 17058 Dsgnr: EAS Page : 6 Date: 30 AUG 2017 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 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall 260.00psf DL=O ,LL=50#, Ecc=o· l [D 90.00psf (Strength-Level Pp= 1434.38# Code: CBC 2016,ACI 318-14,ACI 530-13 2075# Page 113 Title Bressi Ranch Job# : 17058. Dsgnr: EAS Description .... Wall B • 7.5' Page : 7 Date: 30 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. Masonry 270.0 lbs 0.0 lbs 540.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 810.0 lbs 1,350.0 lbs 1,890.0 lbs 2,430.0 lbs I 1,~.0lbs I 1,6,0.0 lbs 2, 160.0lb, Page 114 Title Bressj 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 : 8 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcenae : KW-06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,010.0 ft-# 3,030.0 ft-# 5,050.0 ft-# 7,070.0 ft-# 9,090.0 ft-# o.o ft-# 2.020.0 ft-# 4,040.0 ft-# I s.ooo.o ft-# I a.oao.o ft-# I Page 115 Title Bressi 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 : 1 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 fcc •• ri.te.r.ia.-.-.-.-_________ ). r Soil Data J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 7.00 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 300.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in r L r .s.u.rc_h_a .. rg_e_L_o_a_d_s_-:_: ____ ). [ Laterilload Appifecfto Stem I [ Adjacent Footing Load Surcharge Over Heel 260.0 psf Lateral Load 90.0 #/ft NOT Used To Resist Sliding & Overturning ... Height to Top 7.50 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 6.50 ft NOT Used for Sliding & Overturning l Axial Load Applied to Stem } Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in Load Type Wind on Exposed Stem = (Service Level) Wind ry,I) (Strength Level) o.o psf Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio L EarthPressureSeismic Load:) Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 147.000 psf Total Service-Level Seismic Load .... . (Strength) L.s.te.m_w_e.ig_h_t .s.e.is·m-ic_L_o_a_d ____ • Fp I WP Weight Multiplier 0.226 g Added seismic base force o.o lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 606.375 lbs 424.463 lbs 120.4 lbs Page 116 ) Title Bress; Ranch Job# : 17058 Dsgnr: EAS Description .. Wall B -7.5' -seismic Page: 2 Date: 30 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~6067966 License To : R2H ENGINEERING, INC. Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • 1.56 OK 1.20 Ratio < 1.5! 5,706 lbs 13.97 in Soil Pressure@ Toe 2,848 psf OK Soil Pressure @ Heel O psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,987 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force less 100°/o Passive Force= less 100% Friction Force = Added Force Req'd ... for 1.5 Stability 20.6 psi OK 23.2 psi OK 82.2 psi 2,620.1 lbs 1,434.4 lbs 1,706.6 lbs 0.0 lbs OK 789.2 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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight I ft= lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= psi= psi= psf= Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= 2nd Stem OK 2.67 Masonry LRFD 8.00 # 4 16.00 Edge 0.862 1,502.9 2,918.1 3,403.1 16.4 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 5 16.00 Edge 1.000 3,162.5 9,016.7 9,078.4 22.7 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 7.60 11.60 Normal Weight LRFD Page 117 ..• ,·~ - - Title Bress; 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 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 C"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 3.00 1.00 ft 4.00 5.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 Footing Design Results ·J ~ l:!lil Factored Pressure 3,987 O psf Mu' : Upward 1,828 1,340 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 Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top @ 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 : Summa7 of o;erturning & R~sisting 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 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 Weigh1 Key Weight Vert. Component Force Distance lbs ft 2,730.0 3.50 1.50 50.0 1.50 260.0 0.50 760.8 1.41 187.6 1.83 937.5 2.50 0.50 Moment ft-# 9,555.0 75.0 130.0 1,073.6 344.0 2,343.8 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 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 0.119 in The above calculation is not valid 1f the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil Page118 • Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall B -7.5' -seismic Page: 4 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 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 ·- Title Bress:I Ranch Job#: 17058 Dsgnr: EAS Page: 5 Date: 30 AUG 2017 Description .. Wall 8 -7.5' -seismic This Wall in File: S:\17117058 -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. 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 6.39 in 0.2325 in2/ft 0.6826 in2/ft Page 120 Title Bressi Ranch Job # : 17058. Dsgnr: EAS Description .... Wall B -7.5' • seismic Page : 6 Date: 30 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-06067956 License To : R2H ENGINEERING INC. 2'-0" 8" w/ #4@ 16" Solid Grout 12" wl #5@ 16" #4@l6.in @ Toe #6@16" @Heel Cantilevered Retaining Wall 1'-0" 4'-0" 5'-0" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" T-0" T-6" 2'-8" 3" Page 121 Tille Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall B - 7.5' -seismic Page : 7 Date: 30 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 Llcenae : KW--06067966 License To : R2H ENGINEERING INC. DL=-0 ,Ll:50#, Ecc=O 90.00psf (Strength-Level- Pp= 1434.38# -u, a. (0 .-: (D ..:r (D N Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 260.00psf ill 2075# 424# 120# • Seismic lateral earth pressure • Seismic due to stem self weight Page 122 Title Bressj Ranch Job # : 17058 Dsgnr: EAS Description .... Wall B • 7.5' • seismic Page : 8 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--06067955 License To : R2H ENGINEERING INC. Masonry 320.0 lbs 0.0 lbs I 7.50 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 960.0 lbs 1,600.0 lbs 2,240.0 lbs 2,880.0 lbs 640.0 lbs I 1,280.0 lbs 1,920.0 lbs 2,560.0 lbs Page 123 Tille Bressi 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 : 9 Date: 30 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 318-1 4,ACI 530-13 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,010.0 ft-# 3,030.0 ft-# 5,050.0 ft-# 7,070.0 ft-# 9,090.0 ft-# o.o ft-# 2.020.0 ft-# 4,040.0 ft-# 6.ooo.o ft-# I 8.080.0 tt-# Page 124 R2H Engineering, Inc. 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S: fc-# -Pt Pg. 127 Beam on Elastic Foundation Ale = S:117117058--112-CALC-1117058--1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver:10.17.8.29 ••••• • Description : Wall 283 footing (no seismic) CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties fc 112 3.0 ksi <b Phi Values Flexure : 0.90 fr= fc • 7 50 = 410.792 psi Shear: 0. 750 \jl Density 145.0 pct 1.0 3,122 Oksi p 1 = 0.850 ').. Lt Wt Factor Elastic Modulus Soil Subgrade Modulus 100.0 psi I (inch deflection) Load Combination ASCE 7-10 fy -Main Rebar E -Main Rebar = 60.0 ksi Fy -Stirrups 29,000.0 ksi E -Stirrups Stirrup Bar Size# Number of Resisting Legs Per Stirrup Beam 1s supported on an elastic foundation, 0(0.654) Cross Section & Reinforcing Details Rectangular Section, Width= 12.0 in, Height = 12.0 in Span #1 Reinforcing .... = 40.0 ksi = 29,000.0 ksi # 3 2 Span=6.0 ft • • 0 (0.654) 1-#5 at 2.310 in from Top, from 0.0 to 6.0 ft in this span 1-#4 at 3.250 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei~ht calculated and added to loads Load for Span Number 1 Uniform Load : H = 0.8450 k/ft, Extent= 1.667 --» 4.333 ft, Tributary Width = 1.0 ft Point Load : D = 0.6540 k@ 1.333 ft Point Load : D = 0.6540 k @ 4.667 ft Moment : H = -2.083 k-ft, Location = 1.333 ft from left end of this span Moment : H = 2.083 k-ft, Location = 4.667 ft from left end of this span DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span# where maximum occurs 0.167: 1 Typical Section -2.551 k-ft 15.295 k-ft +1 20D+1.60H 4.659 ft Span# 1 0.751 ksf at Maximum Deflection Max Downward L +Lr+S Deflection Max Upward L +Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.00 ft ldComb: +D+H Maximum Soil Pressure = Allowable Soil Pressure = 2.0 ksf OK Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVc12, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 0.000 in 0.000 in 0.052 in 0.010 in Design OK Pg. 128 Ale = S:\17117()5!p-1 \2-CALC-1117058-1.EC6 ENERCALC, INC. 1983-2017, Build:10.17.8.29, Ver.10.17.8.29 Description : Wall 283 footing {no seismic) Load Combination Location (ft) ~ding Stress Results { k-ft) Segment Length Span# in Span Mu: Max Phi*Mnx 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 0.07 + 1.200+ 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 1 4.729 0.43 9.95 0.04 Overall Maximum Deflections -Unfactored Loads Load Combination Span Max.'-' Deft Location in Span Load Combination Max."+' Deft Location in Span Span 1 -1 0.0522 0.000 0.0000 0.000 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 +1.40D+1.60H 0.00 9.69 0.04 0.04 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.07 9.69 0.10 0.10 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.400+ 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 NotReqd 0.00 0.00 +1.40D+1.60H 0.28 9.69 0.30 0.30 0.04 1.00 10.03 Vu< PhiVc/2 NotReqd 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 Not Reqd 0.00 0.00 + 1.400+ 1.60H 0.42 9.69 0.43 0.43 0.08 1.00 10.03 Vu< PhiVc/2 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 Not Reqd 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 + 1.400+ 1.60H 0.64 9.69 0.62 0.62 0.19 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.400+ 1.60H 0.71 9.69 0.69 0.69 0.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 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 Not Reqd 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 NotReqd 0.00 0.00 + 1.400+ 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 NotReqd 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 Not Reqd 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 Not Reqd 0.00 0.00 + 1.400+ 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< PhiVc/2 Not Reqd 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 NotReqd 0.00 0.00 +1.20D+1.60H 1.48 9.69 0.54 0.54 2.49 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 1.55 9.69 0.60 0.60 2.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 1.62 9.69 0.66 0.66 2.41 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 1.69 9.69 0.69 0.69 2.36 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 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 + 1.200+ 1.60H 1.84 9.69 0.62 0.62 2.27 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 1.91 9.69 0.58 0.58 2.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+ 1.60H 1.98 9.69 0.55 0.55 2.20 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 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 + 1.200+ 1.60H 2.12 9.69 0.48 0.48 2.13 1.00 10.03 Vu< PhiVc/2 NotReqd 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 + 1.200+ 1.60H 2.33 9.69 0.37 0.37 2.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 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 Not Reqd 0.00 0.00 +1.20D+1.60H 2.47 9.69 0.30 0.30 2.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.54 9.69 0.27 0.27 1.99 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+ 1.60H 2.61 9.69 0.23 0.23 1.97 1.00 10.03 Vu< PhiVc/2 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 Beam on Elastic Foundation Flle = S:117117058--112-CALC-1117058-1.EC6 ENERCALC, INC.1983-2017, Build:10.17.8.29, Ver.10.17.8.29 I , 1 11 Description : Wall 2B3 footing (no seismic) Detailed Shear Information --Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi-Ve Comment Phi-Vs Spacing (in) Load Combination Number (It) (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 1001 Vu< PhiVc/2 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 0.00 0.00 +1.20D+1.60H 3.25 9.69 -0.09 0.09 1.95 0.55 9.60 Vu < PhiVc/2 Not Reqd 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 Not Reqd 0.00 0.00 + 1.20D+ 1.60H 3.39 9.69 -0.16 0.16 1.97 0.97 10.01 Vu < PhiVc/2 Not Reqd 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 Not Reqd 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 Not Reqd 0.00 0.00 +1.20D+1.60H 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 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 3.74 9.69 -0.34 0.34 2.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 0.00 0.00 +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 Not Reqd 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 +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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 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 Not Reqd 0.00 0.00 + 1.40D+ 1.60H 5.86 9.69 -009 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 O.Q3 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 Pg. 130 Beam on Elastic Foundation File: S:117117058--1\2-CALC-1117058--1.EC6 ENERCALC, INC. 1983-2017, Buffd:10.17.8.29, Ver:10.17.8.29 I, 111 ' Description : Wall 283 footing (with seismic) CODE REFERENCES Calculations per ACI 318-14, IBC 201 5, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 Material Properties fc 112 = 3.0 ksi d> Phi Values Flexure: 0.90 fr = fc • 7.50 410.792 psi Shear: 0.750 \jl Density 145 0 pct P1 0.850 A. Lt Wt Factor = 1.0 Elastic Modulus 3,122.0ksi Soil Subgrade Modulus 100.0 psi I (inch deflection) Load Combination ASCE 7-10 fy -Main Rebar E -Main Rebar 60.0 ksi 29,000.0 ksi Fy -Stirrups E -Stirrups Stirrup Bar Size # Number of Resisting Legs Per Stirrup Beam is supported on an elastic foundation. Cross Section & Reinforcing Details Rectangular Section, Width = 12.0 in, Height= 12.0 in Span #1 Reinforcing .... = 40.0 ksi = 29,000.0 ksi # 3 2 12" Span=6.0 ft • • D(0.654) 1-#5 at 2.310 in from Top, from 0.0 to 6.0 ft in this span 1-#4 at 3.250 in from Bottom, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. load Factors will be applied for calculations. Beam self weiQht calculated and added to loads Load for Span Number 1 Moment : E = -0.7760, H = -2.083 k-ft, Location = 1.333 ft from left end of this span Moment : E = -0.480, H = 2.083 k-ft, Location = 4.667 ft from left end of this span Uniform l oad : H = 0.8450 k/ft, Extent = 1.667 --» 4.333 ft, Tributary Width = 1.0 ft Point Load : D = 0.6540 k @ 1.333 ft Point Load : D = 0.6540 k @ 4.667 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn • Phi : Allowable Load Combination Location of maximum on span Span# where maximum occurs Maximum Soil Pressure = Allowable Soil Pressure = Shear Stirrup Requirements 0.206: 1 Typical Section -3.157 k-ft 15 295 k-ft +1 .245D+E+1.60H 1.341 ft Span# 1 0.899 ksf at Maximum Deflection Max Downward l +lr+S Deflection Max Upward l +lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.00 ft LdComb: +D+0.70E+H 2.0 ksf OK Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs= Not Reqd, use stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations 0.000 in 0.000 in 0.062 in -0.007 in Design OK Pg. 131 ---- Beam on Elastic Foundation I , 111 Description : Wall 2B3 footing (with seismic) Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Length Span# in Span Mu : Max Phi*Mnx Stress Ratio MAXimum Bending Envelop-e - Span# 1 4.729 0.74 9.95 0.07 +1.40D+1.60H Span# 1 4.729 0.74 9.95 0.07 +1.20D+1.60H Span# 1 4.729 0.71 9.95 0.07 +1 .245D+E+1.60H Span# 1 4.729 0.57 9.95 0.06 +0.90D+0.90H Span# 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 -Unfactored Loads Load Combination Span Max. '-'Deft Location in Span Load Combination Max. '+'Deft Location in Span Span -1 -1 0.0625 0.000 0.0000 0.000 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 +1.245D+E+1.60H~ --Vu< PhiVc/2 0.00 9.69 0.04 0.04 0.00 1.00 10.03 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 0.07 9.69 0.12 0.12 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.14 9.69 0.20 0.20 0.01 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 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 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 0.35 9.69 0.43 0.43 0.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 0.49 9.69 0.58 0.58 0.13 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 0.56 9.69 0.65 0.65 0.17 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 0.64 9.69 0.73 0.73 0.22 1.00 10.03 Vu< PhiVrJ2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.71 9.69 0.80 0.80 0.27 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 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+E+1.60H 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 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 0.99 9.69 1.09 1.09 0.53 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 1.13 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 1.20 9.69 1.30 1.30 0.77 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 1.27 9.69 1.37 1.37 0.86 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.34 9.69 0.63 0.63 3.16 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.41 9.69 0.70 0.70 3.11 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.48 9.69 0.77 0.77 3.06 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 1.62 9.69 0.90 0.90 2.95 1.00 10.03 Vu< PhiVrJ2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.69 9.69 0.93 0.93 2.89 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 1.76 9.69 0.91 0.91 2.83 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 1.91 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 1.98 9.69 0.82 0.82 2.65 1.00 10.03 Vu< PhiVrJ2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 2.12 9.69 0.76 0.76 2.55 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 2.19 9.69 0.73 0.73 2.50 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.26 9.69 0.70 0.70 2.45 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 2.33 9.69 0.67 0.67 2.40 1.00 10.03 Vu< PhiVrJ2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.40 9.69 0.63 0.63 2.36 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.47 9.69 0.60 0.60 2.32 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.54 9.69 0.57 0.57 2.28 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+1.60H 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 2.68 9.69 a.so 0.50 2.21 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 Pg. 132 ------ Beam on Elastic Foundation ••••• Description: Wall 2B3 footing (with seismic) 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 +1.245D+E+1.60H 2.75 9.69 0.47 0.47 2.18 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.82 9.69 0.44 0.44 2.15 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +1.245D+E+1.60H 2.89 9.69 0.40 0.40 2.12 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 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 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 3.11 9.69 0.31 0.31 1.22 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +0.8548D+E+0.90H 3.18 9.69 0.29 0.29 1.20 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +0.8548D+E+0.90H 3.25 9.69 0.27 0.27 1.18 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +0.8548D+E+0.90H 3.32 9.69 0.25 0.25 1.17 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +0.8548D+E+0.90H 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 3.46 9.69 0.22 0.22 1.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 3.53 9.69 -0.23 0.23 2.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 3.60 9.69 -0.27 0.27 2.02 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 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 Not Reqd 0.00 0.00 + 1.200+ 1.60H 3.81 9.69 -0.37 0.37 2.10 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 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 3.95 9.69 -0.44 0.44 2.16 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 4.02 9.69 -0.48 0.48 2.20 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 + 1.200+ 1.60H 4.09 9.69 -0.51 0.51 2.23 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 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 NotReqd 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 + 1.200+ 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 + 1.200+ 1.60H 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 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 4.73 9.69 -1.13 1.13 0.74 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +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 Not Reqd 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 NotReqd 0.00 0.00 +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 + 1.400+ 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 + 1.400+ 1.60H 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 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 Not Reqd 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 NotReqd 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 NotReqd 0.00 0.00 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress! Ranch Job# : Dsgnr: EAS Description .... Wall 264 CIP -8.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in Page : 1 Date: 10 APR 2018 ~~~~~:r~J~~:~~17:;;, eund 11·11·11·03 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC. Code: CBC 2016,ACI 318-14,ACI 530-13 [Criteria J Soil Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 7.33 ft 0.67 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footing!ISoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in -'---.. ~-ur.c.h.a.rg•e-L.o.a.ds ______ ).. [ Lateral Load Applied to Stem ) 1 Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios 0.0 lbs 50.0 lbs 0.0 in • I Overturning 4.16 OK Slab Resists All Sliding I Total Bearing Load ... resultant ecc. 4,222 lbs 5.02 in Soil Pressure@ Toe = 731 psf OK Soil Pressure @ Heel 370 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,024 psf ACI Factored@ Heel 519 psf Footing Shear@ Toe 8.1 psi OK Footing Shear@ Heel 0.9 psi OK Allowable 82.2 psi Slldlng Cales Lateral Sliding Force 1,499.3 lbs 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 Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 8.00 ft 7.50 ft Wind 0N) (Strength Level) 0.0 psf ~ Construction • 2nd Stem OK 2.50 Concrete LRFD 8.00 # 4 12.00 Center Design Height Above Ftg ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Concrete LRFD 8.00 # 6 12.00 Center Design Data fb/FB + fa/Fa 0.425 0.660 Total Force @ Section Service Level lbs = Strength Level lbs = Momenl. .. Actual Service Level ft-#= Strength Level ft-#= Moment... .. Allowable ft-#= Shear ..... Actual Service Level psi= Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= in2 = in= psi= psi= psi= 791 .5 1,438.2 3,387.6 16.5 75.0 4.00 100.0 1,764.3 4,549.6 6,892.0 36.8 75.0 4.00 100.0 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Normal Weight LRFD Concrete Data fc psi= Fy psi= 2,500.0 60,000.0 2,500.0 60,000.0 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 Page 133 ) - ·- - - Use menu item Settings> Printing & Title Block to set these five llnes of Information for your program. Title Bres~ Ranch Job#: Dsgnr: EAS Description .. Wall 284 CIP -8.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in Page: 2 Date: 10 APR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06057965 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 k. (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 : Vertical Reinforcing 0.0868 in2/ft 0.1158 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ O. 1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Vertical Reinforcing 0.2746 in2/ft 0.3662 in2/ft 0.16 in2/ft 0.1728 in2/ft =-===-===-== 0.2746 in2/ft 0.44 in2/ft 0.5419 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.056 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 #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 #6@ 27.50 in #6@ 55.00 in I Footing Dimensions & Strengths I Footing Design Results I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 6.83 ft 0.83 7.67 15.00 in 0.00 in 0.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pct 0.0018 Footing Concrete Density Min. As 0/o Cover@ Top 3.00 @ Btm.= 3. 00 in ~ Heel Factored Pressure 1,024 519 psf Mu' : Upward 20,393 7 ft-# Mu': Downward 12,536 19 ft.-# Mu: Design 7,857 12 ft-# Actual 1-Way Shear 8.05 0.90 psi Allow 1-Way Shear 82.16 43.82 psi Toe Reinforcing # 6@ 12.00 in Heel Reinforcing # 5@ 12.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings 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 2.48 in2 0.32 in2 Jft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in Page 134 ' .• Title Bress; Ranch Use menu item Settings> Printing & Title Block to set these five lines of information Job # : Dsgnr: EAS Page: 3 Date: 10 APR 2018 for your program. Description .... Wall 2B4 CIP • 8.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06057955 License To: R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 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 1,472.3 27.0 1,499.3 Vertical Loads used for Soil Pressure = 2.86 4,210.9 9.00 243.0 O.T.M. 4.453.9 4.16 4,222.5 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 Siem Weight(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component ..... RESISTING ..... Force Distance Moment lbs ft ft-# 158.5 7.58 1,201.9 7.17 50.0 7.17 358.3 1,776.6 3.42 6,069.7 800.0 7.17 5,733.1 1,437.4 3.83 5,509.5 0.50 Total= 4.172.5 lbs R.M.= 18,514.1 * 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 0.021 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 135 • ,, ... - Use menu item Settings> Printing & Title Block to set these five lines of Information for your program. Title Bres~ Ranch Job # : Dsgnr: EAS Description .. Wall 2B4 CIP -8.0' Page: 4 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 8.0' Design Height (CIP), 6.0' 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 136 ·- ·- - ··~ Title Bres~ Ranch Use menu item Settings > Printing & Title Block to set these five lines of Information Job # : Dsgnr: EAS Page: 5 Date: 10 APR 2018 for your program. Description ... Wall 2B4 CIP -8.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Bulld 11.17.11.03 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 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 18.72 in 28.08 in 14.40 in 21.60 in 18.72 in 28.08 in 14.40 in 21.60 in 7.18 in 0.4400 in2/ft 0.2746 in2/ft Page 137 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Tille BressJ Ranch Job# : Dsgnr: EAS Description .... Wall 284 CIP -8.0' Page : 6 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW--06067955 License To : R2H ENGINEERING INC. 8" w/#4@ 12" 8"w/#6@ 12" . 2'-0" , I • Restraint • #6@12 in @ Toe #5@12" @Heel Cantilevered Retaining Wall -~ ... 6'-10" T-8" Code: CBC 2016,ACI 318-14,ACI 530-13 • • 8" r ~ V •• •• t!il :>" •• T-4" 8'-0" r ..... •• --~ ~ .. J ., ' ., ,.._ '. ,,... T 3" .. ~ • _I_ , 3" _ 1_0" Page 138 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressi Ranch Job # : · Dsgnr: EAS Description .... Wall 284 CIP • 8.0' Page: 7 Date: 10 APR 2018 This Wall in File: H:lprojects\17117058 • Bressi Ranch\2 • Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067955 License To : R2H ENGINEERING INC. 90.00psf (Strength-Level. Rest Cantilevered Retaining Wall DL=O ,LL=50# Ecc=O" 1< I - raint .... (/) a. N ,- ..- (Y) ,-.... Code: CBC 2016,ACI 318-14,ACI 530-1 3 1 ..--- ll< fl! .___ 1499# .... ti) a. 0) ~ ci ,-.... (Y) Page 139 Use menu Item Settings> Printing & Title Block to set these five lines of Information for your program. Title Bress/ Ranch Job # : Dsgnr: EAS Description .... Wall 284 CIP • 8.0' Page : 8 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06057955 License To : R2H ENGINEERING, INC. Masonry 190.0 lbs 0.0 lbs 380.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 570.0 lbs I 950.0 lbs 1,330.0 lbs 1,710.0 lbs 760.0 lbs 1,140.0 lbs 1,520.0 lbs Page 140 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress! Ranch Job # : Dsgnr: EAS Description .... Wall 2B4 CIP -8.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in Page : 9 Date: 10 APR 2018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 0.0 ft-# Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 770.0 ft-# 2,310.0 ft-# 3,850.0 ft-# 5,390.0 ft-# 6,930.0 ft-# 1,540.0 ft-# 1 3.oso.o ft-# 4,620.0 ft-# 6,160.0 ft-# Mu= 4, 9.6 MnPhi = 6 892.0ft Page 141 Title Bress! Ranch Page : 1 Job# : Dsgnr: EAS Date: 4 APR 2018 Description .... Wall 284 CIP -8.0' -seismic This Wall in File: R:lprojects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW--06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING INC . Code: CBC 2016,ACI 318-14,ACI 530-13 • c.ri.te.r.ia __________ ... ~I Data ) Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 7.33 ft 0.67 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in -.s.u.r.ch.a.r1111g•e•L•o•a•d•s------•• Lateral Load Applied to Stem I l Adjacent Footing Load ) Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft Adjacent Footing Load Used To Resist Sliding & Overturning ... Height to Top 8.00 ft Footing Width Surcharge Over Toe 0.0 psf ... Height to Bottom 7.50 ft Eccentricity Used for Sliding & Overturning Wall to Fig CL Dist r --Load Type Wind (W) Axial Load Applied to Stem I (Strength Level) Footing Type -Base Above/Below Soil Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Live Load 50.0 lbs (Service Level) Poisson's Ratio Axial Load Eccentricity 0.0 in [ Earth Pressure Seismic Load ) Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 180.000 psf Total Service-Level Seismic Load .... . (Strength) ~m WeightSeismic Load--I FP I WP Weight Multiplier 0.226 g Added seismic base force = 0.0 lbs 3.00 ft O.OO in 7.00 ft Line Load -2.0 ft 0.300 772.200 lbs 540.540 lbs 126.6 lbs Page 142 , ..... I'·~, Title BresS:t Ranch Page: 2 Job# : Dsgnr: EAS Date: 4 APR 201 B Description ... Wall 2B4 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. : Design Summary Wall Stability Ratios • Overturning 2. 78 OK Slab Resists All Sliding ! Total Bearing Load ... resultant ecc. 4,222 lbs 11.30in Soil Pressure @ Toe 957 psf OK Soil Pressure@ Heel 145 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,340 psf ACI Factored@ Heel 203 psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force 11.2 psi OK 1.4 psi OK 82.2 psi 2,166.4 lbs 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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 : Stem Construction Design Height Above Ft{l Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data • ft= lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in= psi= psi= psf= fc psi= Fy psi= 2nd Stem OK 2.50 Concrete LRFD 8.00 # 4 12.00 Center 0.642 1,160.5 2,174.0 3,387.6 24.2 75.0 4.00 100.0 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 6 12.00 Center 0.965 2,508.7 6,649.9 6,892.0 52.3 75.0 4.00 100.0 Normal Weight LRFD 2,500.0 60,000.0 2,500.0 60,000.0 Page 143 ,._ Title Bres5:t Ranch Page: 3 Job# : Dsgnr: EAS Date: 4 APR 2018 Description .... Wall 2B4 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 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 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 : Vertical Reinforcing 0.1312 in2/ft 0.175 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.16 in2/ft 0.2 in2/ft. 0.5419 in2/ft Vertical Reinforcing 0.4014 in2/ft. 0.5352 in2/ft 0.16 in2tft. 0.1728 in2/ft ====-======= 0.4014 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.056 in2 Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft Horizontal Reinforcing Options : One layer of : #4@ 12.50 in #5@ 19.38 in #6@ 27.50 in Two layers of: #4@ 25.00 in #5@ 38.75 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 Provided Area : 0.44 in21ft #5@ 19.38 in #5@ 38.75 in Maximum Area : O. 5419 in2/ft. #6@ 27.50 in #6@ 55.00 in I Footing Dimensions & Strengths I I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 6.83 ft 0.83 7.67 15.00 in 0.00 in 0.00 in 0.50 ft fc = 3,000 psi Fy = 60.000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As 0/o Cover@Top 3.00 @ Btm.= 3.00 in Footing Design Results I ~ Heel Factored Pressure 1,340 203 psf Mu' : Upward 23,386 3 ft-# Mu': Downward 12,536 19 ft-# Mu: Design 10,850 16 ft-# Actual 1 -Way Shear 11 .19 1.39 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 6@ 12.00 in Heel Reinforcing # 5@ 12.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings 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 2.48 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in Page 144 Title Bress~ Ranch Page: 4 Job # : Dsgnr: EAS Date: 4 APR 2018 Description .... Wall 284 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in So phase 2 in RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW~6057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall 1 S.;-mma of Overturn in & Resistin Forces & Moments ..... OVERTURNING Force Distance Moment ft-# 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 1.472.3 2.86 27.0 540.5 126.6 2.166.4 9.00 2.86 5.25 O.T.M. 4,210.9 243.0 1,545.9 664.4 6,664.2 Vertical Loads used for Soil Pressure = 2.78 4,222.5 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 lbs ft 158.5 7.58 7.17 50.0 7.17 1,776.6 3.42 800.0 7.17 1,437.4 3.83 0.50 Moment ft-# 1.201.9 358.3 6,069.7 5,733.1 5,509.5 Total= 4,172.5 lbs R.M.= 18.514.1 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 l Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Oefl @ Top of Wall (approximate only) 250.0 pci 0.028 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 145 Title Bres~ Ranch Page: 5 Job# : Dsgnr: EAS Date: 4 APR 2018 Description .. Wall 2B4 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 8.0' Design Height (GIP), 6.0' 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 146 Page: 6 Title Bressi Ranch Job# : · Dsgnr: EAS Date: 4 APR 2018 Description .. Wall 284 CIP • 8.0' • seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2. Cales (phase 1 original in SD phase 2 in RetainPro (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 #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 18.72in 28.06 in 14.40 in 21.60 in 16.72 in 28.08 in 14.40 in 21.60in 10.49 in 0.4400 in2/ft 0.4014 in2/ft Page 147 Title Bressi Ranch Job # : . Dsgnr: EAS Page : 7 Date: 4 APR 2018 Description .... Wall 284 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 License To : R2H ENGINEERING INC. a·w/#4@ 12~ a·w/#6@ 12· ' ' I • #6@12.in Restraint a @Toe #5@1 2· @Heel Cantilevered Retaining Wall -~ • 5·.10· 7'-a· Code: CBC 2016,ACI 318-14,ACI 530-13 ~ ~ A •t ~ ~ .~ •• 4' i. ). •• 8'-0" 7'-4 ~ .. . ~ .,.5- 7 ' 7 --l -,3· • .'.al ' 7__!_ Page 148 Title Bressi Ranch Job # : · Dsgnr: EAS Page : 8 Date: 4 APR 2018 Description .... Wall 2B4 CIP -8.0' -seismic This Wall in File: R:lprojects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original In SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. 90.00ps! (Strength-Level. ,,,.. := ~x - in1 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 DL=O ,LL=50# , EOCFO - 1499# 641# 127# • Seismic latssl earth pressu,e • Seismic due to stem self weight Page 149 Title Bressi Ranch Job# : · Dsgnr: EAS Page : 9 Date: 4 APR 2018 Description .... Wall 284 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in 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 Wall Masonry Designer to determine bar cutoff locations 250.0 lbs 750.0 lbs 1,250.0 lbs 1,750.0 lbs 2,250.0 lbs 0.0 lbs 500.0 lbs 1,0QO.O lbs 1,500.0 lbs I 2,000.0 lbs Page 150 Title Bress/ Ranch Page : 10 Job # : Dsgnr: EAS Date: 4 APR 2018 Description .... Wall 2B4 CIP -8.0' -seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 770.0 ft-# 2,310.0 ft-# 3,850.0 ft-# 5,390.0 ft-# 6,930.0 ft-# o.o ft-# 1,540.0 ft-# I 3,oao.o ft-# 4,620.0 tt-# 6,160.0 ft-# hau. io'Ti'TI~- Mu= 6, i.:9.9 nPhi = ~ 892. Page 151 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress/ Ranch Job # : Dsgnr: EAS Description .... Wall C CIP -6.0' This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in Page : 1 Date: 10 APR 2018 ~~~~::r~J~~:~~;:;:· euud 11·11·11·03 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 -.c.r.it.e.ri.a _________ _.1 1 Soil Data J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.50 ft 0.50 ft 0.00 12.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingUSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • • Surcharge Loads • Lateral Load Applied to Stem • [ Adjacent Footing Load -. Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity Design Summary 0.0 lbs 50.0 lbs 0.0 in • Wall Stability Ratios Overturning Sliding 5.41 OK 1.82 OK Total Bearing Load ... resultant ecc. 4,021 lbs 3.25 in Soil Pressure@ Toe 1,066 psf OK Soil Pressure @ Heel 543 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,492 psf ACI Factored @ Heel 760 psf Footing Shear@ Toe 2.6 psi OK Footing Shear @ Heel 1.8 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= - less 100% Friction Force = 872.0 lbs 195.0 lbs 1.389.9 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK 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 Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Stem Construction 90.0#/ft 6.00 ft 5.50 ft Wind 0N) (Strength Level) 0.0 psf ::, 2nd Stem OK Design Height Above Ftg ft= 2.50 Wall Material Above "Ht" Concrete Design Method LRFO Thickness 15.00 Rebar Size # 5 Rebar Spacing 12.00 Rebar Placed at Design Data Edge Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Concrete LRFD 15.00 # 5 12.00 Edge fb/FB + fa/Fa 0.02A 0.114 Total Force @ Section Service Level Strength Level M oment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= psi= psi= psf = 333.0 434.3 17,886.3 2.1 75.0 13.19 187.5 1,013.0 2,033.4 17,886.3 6.4 75.0 13.19 187.5 Normal Weight LRFD psi= 2,500.0 psi = 60,000.0 2,500.0 60,000.0 0.0 lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0 ft 0.300 Page 152 - - - , .. ' . Use menu Item Settings> Printing & Title Block to set these five lines of information for your program. Title Bres~ Ranch Job # : Dsgnr: EAS Description ... Wall C CIP -6.0" This Wall in File: H:\projects\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in Page: 2 Date: 10 APR 2018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-0606795fi 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: Vertical Reinforcing 0.0075 in2/ft 0.01 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 1.260 in2 200bd/fy: 200(12)(13.1875)/60000: 0.0009bh: 0.0009(12)(15): 0.5275 in21ft 0.162 in2!ft Min Stem T&S Reinf Area per ft of stem Height : 0.360 in2/ft Horizontal Reinforcing Options : Required Area : Provided Area : Maximum Area : Bottom Stem As (based on applied moment) ; (4/3) •As: ============ 0.162 in2/ft 0.31 in21ft 1. 7865 in2/ft One layer of: Two layers of: #4@ 6.67 in #4@ 13.33 in #5@ 10.33 in #5@ 20.67 in #6@ 14.67 in #6@ 29.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.900 in2 200bd/fy: 200(12)(13.1875)/60000: 0.0009bh: 0.0009(12)(15): Vertical Reinforcing 0.0351 in21ft 0.0468 in2/ft 0.5275 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.360 in2/ft Required Area ; Provided Area : Maximum Area : 0.162 in2/ft ============ 0.162 in2/ft 0.31 in2/ft 1. 7865 in2/ft Horizontal Reinforcing Options : One layer of; Two layers of: #4@ 6.67 in #4@ 13.33 in #5@ 10.33 in #5@ 20.67 in #6@ 14.67 in #6@ 29.33 in Footing Dimensions & Strengths • Footing Design Results I 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 4.00 5.00 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I2l! !!lil Factored Pressure 1,492 760 psf Mu': Upward 722 3,381 ft-# Mu': Downward 168 3,925 ft-# Mu: Design 554 544 ft-# Actual 1-Way Shear 2.63 1.76 psi Allow 1-Way Shear 43.82 43.82 psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing # 5@ 12.00 in Key Reinforcing None Spec'd Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu< phi*S*lambda*sqrt(fc)"Sm Heel: Not req'd: Mu < phi*S*lambda*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 1.30 in2 0.26 in2 1ft lf two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in Page 153 ·- - ,.. Title Bress:I Ranch Use menu Item Settings> Printing & Tltle Block to set these five lines of information Job# : Dsgnr: EAS Page: 3 Date: 10 APR 2018 for your program. Description ... Wall C CIP -6.0' This Wall in File: H:\projects\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-0606796& License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING Force Distance lbs ft 845.0 2.17 27.0 6.75 872.0 O.T.M. Moment ft-# 1,830.8 182.3 2,013.1 Vertical Loads used for Soil Pressure = 5.41 4,021.3 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 Weigh1 Key Weight Vert. Component ..... RESISTING ..... Force Distance Moment lbs ft ft-# 1,966.3 3.63 7,127.7 1.63 50.0 1.63 81.3 130.0 0.50 65.0 1,125.0 1.63 1,828.1 750.0 2.50 1,875.0 0.50 Total= 3,971.3 lbs R.M.= 10,895.8 ... 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 0.036 in The above catculation 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 154 • " . /•,.if ,_ Use menu Item Settings> Printing & Title Block to set these five llnes of information for your program. Title Bras~ Ranch Job # : Dsgnr: EAS Description ... Wall C CIP -6.o· Page: 4 Date: 10 APR 2018 This Wall in File; H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.0' Design Height (CIP), 4.0' 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 155 - .- - .. , .. I"'"' .. Title BresS;i Ranch Use menu item Settings> Printing & Title Block to set these five lines of information Job# : Dsgnr: EAS Page: 5 Date: 10 APR 2018 for your program. Description .. Wall C CIP • 6.0' This Wall in File: H:\projects\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 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 #5 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 #5 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 #5 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 #5 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 23.40 in 23.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 6.00 in 0.3100 in2/ft 0.1620 in2/ft Page 156 Use menu Item Settings > Printing & Title Block to set these five lines of Information Title Bressi Ranch Job # : · Dsgnr: EAS Page : 6 Date: 10 APR 2018 for your program. Description .... Wall C CIP -6.0' This Wall in File: H:lprojects\17117058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW.06057955 License To : R2H ENGINEERING INC. 15" w/ #5@ 12" 15" w/ #5@ 12" Cantilevered Retaining Wall •• •• •• Code: CBC 2016,ACI 318-14,ACI 530-13 3'-6" 5'-6 " 6'-0" 2'-6" 1'-0" ..... : _______ 1:)000< O:!:x ~X:~>C~:_--4.L_ ____ ~ --"-I ___ _,, ___ .....,, #4@12.in @ Toe #5@12" @Heel 1'-0" 4'-0" 5'-0" • 3" Page 157 Title Bress/ Ranch Use menu item Settings > Printing & Title Block to set these five lines of information Job# : Dsgnr: EAS Page : 7 Date: 10 APR 2018 for your program. Description .... Wall C CIP • 6.0' This Wail in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O LL=50# Ecc=O" I 90.00 psf .! (Strength-Level. Pp= 195.00# '+-en a. IJ') ~ IJ') (0 0 Code: CBC 2016,ACI 318-14,ACI 530-13 872# Page 158 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Bressi Ranch Job# : · Dsgnr: EAS Description .... Wall C CIP -6.0' Page : 8 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 License To : R2H ENGINEERING INC. Masonry 0.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 330.0 lbs 550.0 lbs 770.0 lbs 990.0 lbs 220.0 lbs 440.0 lbs 660.0 lbs I 880.0 lbs I Page 159 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressj Ranch Job# : Dsgnr: EAS Description .... Wall C CIP -6.0' Page : 9 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06067966 License To : R2H ENGINEERING, INC. WallU Concrete • Masonry 1,990.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Linelll Concrete • Masonry Designer to determine bar cutoff locations o.o ft-# I 5,970.0 ft-# 9,950.0 ft-# 13,930.0 ft-# 17,910.0 ft-# 3,980.0 ft-# 7,960.0 ft-# 11 ,940.0 ft-# 15,920.0 ft-# I 6.00ft llllliii -I --. 5.50 n lllliii- --- - Actual= 434.3 ~ Allow.= 7 886.31,~ 2.so n - -- - men! Diag1 ~m Mu = 2,0113.4 1 ~ MnPhl = 17 886.3 non ft Page 160 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressj Ranch Job # : Dsgnr: EAS Description .... Wall C CIP -6.0' -seismic This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in Page : 1 Date: 10 APR 2018 ~~~~::r:o~~~:~~J:::· eund 11·17·11·03 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 l,c.r.it.er.ia _________ J I Soil Data ) Retained Height 5.50 ft Allow Soil Bearing 2,000.0 psf Wall height above soil 0_50 ft Equivalent Fluid Pressure Method Slope Behind Wall 0.00 Height of Soil over Toe Water height over heel 12.00 in 0.0 ft Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • • -l Surcharge Loads ["Iateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning [ Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in I Earth Pressure Seismic Load ) Method : Triangular Lateral Load 90.0 #/ft ... Height to Top 6.00 ft ... Height to Bottom 5.50 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 140.000 psf Total Service-Level Seismic Load .... . (Strength) [.s.te•m_W_e.ig-h•t •S•e•is•m-ic-L•o•a•d ___ ). Fp I WP Weight Multiplier 0.226 g Added seismic base force O.Olbs 3.00 ft O.OOin 7.00 ft Line Load -2.0 ft 0.300 455.000 lbs 318.500 lbs 178.0 lbs Page 161 • Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Bress;I Ranch Job # : Dsgnr: EAS Description .. Wall C CIP -6.0' -seismic This Wall in File: H:\projects\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in Page: 2 Date: 10 APR 2018 RetainPro (c) 1987·2017, Build 11.17.11.03 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 · Design Summary • Stem Construction • 2nd Bottom Stem OK Stem OK Wall Stabltlty Ratios Design Height Above Ft{l ft= 2.50 0.00 Overturning 3.19 OK Wall Material Above "Ht" Concrete Concrete Sliding 1.16 Ratio< 1.5! Design Method LRFD LRFD Thickness 15.00 15.00 Total Bearing Load 4,021 lbs Rebar Size # 5 # 5 ... resultant ecc. 7.43 in Rebar Spacing 12.00 12.00 Soil Pressure @ Toe 1,402 psf OK Rebar Placed at Edge Edge Design Data Soil Pressure @ Heel 206 psi OK fb/FB + fa/Fa 0.044 0.190 Allowable 2,000 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 1,963 psi ACI Factored@ Heel 289 psi Strength Level lbs= 578.2 1,593.0 Footing Shear@ Toe 3.7 psi OK Moment. ... Actual Service Level ft-#= Footing Shear@ Heel 6.6 psi OK Strength Level ft-#= 790.7 3,393.4 Allowable 82.2 psi Sliding Cales Moment .... Allowable ft-#= 17,886.3 17,886.3 Lateral Sliding Force 1,368.5 lbs Shear ..... Actual less 100°/o Passive Force = 195.0 lbs Service Level psi= less 100% Friction Force = 1,389.9 lbs Strength Level psi= 3.7 10.1 Added Force Req'd 0.0 lbs OK Shear ..... Allowable psi= 75.0 75.0 .... for 1.5 Stability 467.8 lbs NG Anet (Masonry) in2 = Rebar Depth 'd' in= 13.19 13.19 Masonry Data fm 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 psf= 187.5 187.5 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 fc psi= 2,500.0 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 60,000.0 Page 162 - Use menu Item Settings > Printing & Title Block to set these five lines of information for your program. Title Bress~ Ranch Job# : Dsgnr; EAS Description ... Wall C CIP -6.0' -seismic This Wall in File: H:\projects\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in Page: 3 Date: 10 APR 2018 RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 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: Horizontal Reinforcing Min Stem T&S Reinf Area 1.260 in2 200bd/fy: 200(12)(13.1875)/60000 : 0.0009bh: 0.0009(12)(15): Vertical Reinforcing 0.0137 in2/ft 0.0182 in2/ft 0.5275 in2/ft 0.162 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.360 in2/ft Horizontal Reinforcing Options : Required Area : Provided Area : Maximum Area ; Bottom Stem As (based on applied moment) : (4/3) •As: ============ 0.162 in2/ft 0.31 in2/ft 1. 7865 in2/ft Vertical Reinforcing 0.0586 in2/ft One layer of : #4@ 6.67in #5@ 10.33 in #6@ 14.67 in Two layers of: #4@ 13.33 in #5@ 20.67 in #6@ 29.33 in Horizontal Reinforcing Min Stem T&S Reinf Area 0.900 in2 200bdlfy: 200(12)(13.1875)/60000: 0.0009bh : 0.0009(12)(15) : 0.0781 in2/ft 0.5275 in2/ft 0.162 in2/ft Min Stem T&S Reinf Area per ft of stem Height : 0.360 in2/ft Horizontal Reinforcing Options : Required Area ; Provided Area : 0.162 in2/ft One layer of : #4@ 6.67 in #5@ 10.33 in #6@ 14.67 in Two layers of: #4@ 13.33 in #5@ 20.67in #6@ 29.33 in 0.31 in2/ft Maximum Area : 1 . 7865 in2/ft I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.00 ft 4.00 5.00 12.00 in 0.00 in 0.00 in 0.50 ft fc = 3,000 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As 0/o Cover@ Top 3.00 @ Btm.= 3.00 in I Footing Design Results • I2l! Heel Factored Pressure 1,963 289 psf Mu': Upward 926 2,253 ft-# Mu': Downward 168 3,925 ft-# Mu: Design 758 1,672 ft-# Actual 1-Way Shear 3.71 6.62 psi Allow 1-Way Shear 43.82 43.82 psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing # 5 @ 12.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm 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 Jf one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@ 20.37 in 1.30 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in Page 163 !·., ' - Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress~ Ranch Job # : Dsgnr: EAS Description ... Wall C CIP -6.0' -seismic This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cates (phase 1 original in SD phase 2 in Page: 4 Date: 10 APR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft It-# Heel Active Pressure 845.0 2.17 1,830.8 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 27.0 6.75 182.3 Load @ Stem Above Soil = Seismic Earth Load 318.5 2.17 690.1 Seismic Stem Self Wt 178.0 4.00 711.9 Total 1,368.5 O.T.M. 3,415.1 Resisting/Overturning Ratio vertical Loads used for Soil Pressure = 3.19 4,021.3 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 Weigh1 Key Weight Vert. Component .. ... RESISTING ..... Force Distance Moment lbs ft It-# 1,966.3 3.63 7,127.7 1.63 50.0 1.63 81.3 130.0 0.50 65.0 1,125.0 1.63 1,828.1 750.0 2.50 1,875.0 0.50 Total= 3,971.3 lbs R.M.= 10,895.8 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of tBC2009or 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 Deft @ Top of Wall (approximate only) 250.0 pci 0.047 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 iota the retained soil Page 164 • "' I ,_ Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress; Ranch Job# : Dsgnr: EAS Description ... Wall C CIP -6.0' -seismic Page: 5 Date: 10 APR 2018 This Wall in File: H:\projects\17\17056 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW~6057955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.0' Design Height (CIP), 4.0' 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 165 Title BresS:f Ranch Use menu item Settings > Printing & Title Block to set these five llnes of information Job # : Dsgnr: EAS Page: 6 Date: 10 APR 2018 for your program. Description ... Wall C CIP • 6.0' -seismic This Wall in File: H:\projects\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW-06067966 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 #5 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 #5 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 #5 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 #5 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 23.40 in 23.40 in 18.00 in 18.00 in 23.40 in 23.40 in 18.00 in 18.00 in 6.00 in 0.3100 in2/ft 0.1620 in2/ft Page 166 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressi Ranch Job # : · Dsgnr: EAS Description .... Wall C CIP -6.0' -seismic Page : 7 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 LlcenH : KW.06067955 License To : R2H ENGINEERING INC. 15" w/ #5@ 12" 15" w/ #5@ 12" #4@12.in @ Toe #5@12" @Heel Cantilevered Retaining Wall •• •• •• • 1'-0" 4'-0" 5'-0" Code: CBC 2016,ACI 318-14,ACI 530-13 3'-6" 6'-0" 3" Page 167 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressi Ranch Job # : · Dsgnr: EAS Description .... Wall C CIP -6.0' -seismic Page : 8 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.11.03 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 DL=O ,LL=50#, Ecc=o· I 90.00psf i (Strength-Level. Pp= 195.00# iii C. ("') '"": N 0 v ,._ en c.. ,..__ <") (D 0 N 872# 1M8# • Seismic lateral earth pressure • Seismic due to stem self weight Page 168 Use menu item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bressj Ranch Job# : Dsgnr: EAS Description .... Wall C CIP • 6.0' • seismic Page : 9 Date: 10 APR 2018 This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11 .17.11.03 License : KW--06057955 License To : R2H ENGINEERING INC. Masonry 140.0 lbs 0.0 lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13 Designer to determine bar cutoff locations 420.0 lbs 700.0 lbs 980.0 lbs 1,260.0 lbs 280.0 lbs 560.0 lbs 840.0 lbs 1,120.0 lbs Page 169 Use menu Item Settings > Printing & Title Block to set these five lines of Information for your program. Title Bress/ Ranch Job # : Dsgnr: EAS Description .... Wall C CIP -6.0' -seismic This Wall in File: H:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in Page : 10 Date: 10 APR 2018 RetainPro (c) 1987-2017, Build 11.17.11.03 License : KW--06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,990.0 ft-# 5,970.0 ft-# 9,950.0 ft-# 13,930.0 ft-# 17,910.0 ft-# h"nil1nr,o\t.olftl-#• 3,9ao.o ft-# r 7,960.0 ft-# 11,940.0 ft-# 1s,920.o ft-# Geil Actual= Allow.= Mu= 3,3 3.4 MnPhi = 7 886.3 Page 170