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Home My WebLink AboutCT 14-09; UPTOWN BRESSI RANCH; STRUCTURAL CALCULATIONS ADDENDUM 3 PHASE 3 RETAINING WALLS; 2018-04-03• R2H Engineering, Inc. r -- 1 RECORD COPY I l ~/\J~ ' 1,7 l"'i I RESPONSE TO PLAN CHECK COMMENTS !nitia1 Date --·-----·- Date: April 3, 2018 Project: Uptown Bressi Ranch Retaining Walls RaH Project No.: 17058 By: Eric Soto Comment Sheet Comment Response Calculations are provided for walls 'R3A2', 'RA', Provide structural calculations for 'RB', 'R2B1', & 'R3A1'. The 'RlH' & '283' wall Wall Type Rll and all other non-calculations provided on 3/5/18 have been Calculations standard ret. walls proposed for replaced with the correct wall calculations. The Page 1 dwg. 502-8C. calculations for wall 'Rll' have been added. Calculations Apply the vehicle loading surcharge The vehicle loading surcharges have been verified Page 1 to the walls. and are included in the calculations. The surcharge loading due to a residential building Calculations Apply the surcharge loading due to have been verified and are included in the Page 1 a residential building feature. calculations. The 'RlH' and '283' calculations have been Calculations Coordinate calculations, plans, and replaced and the 'Rll' calculations have been Page 2 details to reflect consistent design. added to reflect what is shown on the drawings. Plans Sheet See comment on sheet 27 32 regarding max height. Per Civil Wall types are not called-out on plans or profiles. Clarify what wall Plans Sheet type(s) correspond to wall profile. 32 See comments on sheet 27. Per Civil Provide structural calculations for all custom retaining walls proposed per these plans, including wall type The 'RlH' and '283' calculations have been Plans Sheet RlH, for all heights listed below replaced and the 'Rll' calculations have been 32 (typ.) added to reflect what is shown on the drawings. #6@16" & #7@16" per structural Plans Sheet calculations. Coordinate and revise Please see the revised plans and updated 32 reinforcing (typ.) calculations. Structural calculations indicate a Plans Sheet key. Coordinate plans and calcs to Please see the revised plans and updated 32 reflect consistent design (typ.) calculations. ---------------------------• R2H E11gi11eeri11g, /11c. R2H Engineering, Inc. RESPONSE TO PLAN CHECK COMMENTS Date: April 3, 2018 Project: Uptown Bressi Ranch Retaining Walls R,H Project No.: 17058 By: Eric Soto Comment Sheet Comment ResDonse Calculations are provided for walls 'R3A2', 'RA', Provide structural calculations for 'RB', 'R2B1', & 'R3Al'. The 'RlH' & '2B3' wall Wall Type Rll and all other non-calculations provided on 3/5/18 have been Calculations standard ret. walls proposed for replaced with the correct wall calculations. The Page 1 dwg. 502-SC. calculations for wall 'Rll' have been added. Calculations Apply the vehicle loading surcharge The vehicle loading surcharges have been verified Page 1 to the walls. and are included in the calculations. The surcharge loading due to a residential building Calculations Apply the surcharge loading due to have been verified and are included in the Page 1 a residential buildim! feature. calculations. The 'RlH' and '2B3' calculations have been Calculations Coordinate calculations, plans, and replaced and the 'Rll' calculations have been Page 2 details to reflect consistent design. added to reflect what is shown on the drawings. / Plans Sheet See comment on sheet 27 32 regarding max height. Per Civil Wall types are not called-out on plans or profiles. Clarify what wall Plans Sheet type(s) correspond to wall profile. 32 See comments on sheet 27. Per Civil Provide structural calculations for all custom retaining walls proposed per these plans, including wall type The 'RlH' and '2B3' calculations have been Plans Sheet RlH, for all heights listed below replaced and the 'Rll' calculations have been 32 (typ.) added to reflect what is shown on the drawings. #6@16" & #7@16" per structural Plans Sheet calculations. Coordinate and revise Please see the revised plans and updated 32 reinforcing (typ.) calculations. Structural calculations indicate a Plans Sheet key. Coordinate plans and calcs to Please see the revised plans and updated 32 reflect consistent design (typ.) calculations. ~, Rzll lfogineering, /11c. .. .. Engineering, Inc. .. "'" STRUCTURAL CALCULATIONS-ADDENDUM 3 r--------------.......... _ ---·--·· I REC()RD COPY I ----·--·--··--------L __ Initial D,;te --~ ·---·-·----... . .. ----.-. _______ _ \ \:- 0 ... .. -- ... ---.. .. .. .. ... -... -... .. ----... .. .. UPTOWN BRESSI RANCH PHASE 3 RETAINING WALLS SUBJECT: FOR RICK ENGINEERING COMPANY CT 14-09 DWG 502-BC GR 2018-0004 SHEET NO: Design Criteria ...........................•.•..............................•.......................•...............................•....................... 1 Retaining Wall Calculations .............................................•...•................................•................•......... 2 -124 ADDENDUM 1: SHEETS ARE CORRECTED TO THOSE DATED 03/05/2018 Retaining Wall R2B3& R2B4 Calculations ........•.•....................................•.................•............... 125-132 ADDENDUM 2: SHEETS ARE CORRECTED TO THOSE DATED 03/05/2018 Retaining Wall R1H Calculations ......•.............•..•..................•.................•.•................................. 133 -166 ADDENDUM 3: SHEETS ARE IN ADDITION TO THOSE DATED 03/05/2018 Retaining Wall R11 Calculations ..........•.......................................................................•............... 167-217 Job No.: 17058 Date: April 3, 2018 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92126 858.673.8416 tel Designed By: Checked By: EAS RCH Las Vegas, NV Salt Lake City, UT N\ ~ 0 a.. ..... 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 for 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 pcf 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 plf and resists a windload of 30 psf across the entire height of the fence. The seismic load weight multiplier was computed using ASCE 7-1 O Equation 15.4-5 Where V = 0.3S_DS*W*l_e Per information provided, the following walls will have an adjacent building load of 6,000 lbs spread over a 3 ft footing to give an equivalent bearing pressure of 2,000 psf. Walls R3A2, R1H, & R11 Per information provided, the following walls will have a vehicle surcharge load of 260 psf over the heal. This is equivalent to 2 ft of soil weighing 130 pcf. Wall RB 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#: 17081. Dsgnr: EAS Page: 1 Date: 28 AUG 2017 Description .. Wall R2B1 PH 3 • 4.83' • seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase ~1~~~::r:0J~~:~~t:::· 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 __________ l I Soil Data -, 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 FootingllSoil 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.r'"!ge_L .. o .. ad_s _____ '!"".. I Lateral Load Applied to Stem -) Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft Used To Resist Sliding & Overturning ... Height to Toi: 4.83 ft Surcharge Over Toe 0.0 ... Height to Bottom 3.83 ft 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 • Load Type Wind on Exposed Stem = (Strength Level) Wind (!IV) (Strength Level) 0.0 psi [ 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 = [Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution . (Strength) • 90.930 psf Total Strength-Level Seismic Load .. Total Service-Level Seismic Load .. .• s.te•m_W_e•i•g•h•t•S•e•is•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 o.oo in 7.00 ft Line Load -2.0 ft 0.300 242.328 lbs 169.630 lbs 64.2 lbs Page 2 1 Title Bress~ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 ~ 4.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 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 , Design Summary • Stem Construction • Wall Stability Ratios Overturning Sliding Total Bearing Load . .. resultant ecc. 1.40 Ratio < 1.5! 1.36 Ratio< 1.5! 1,880 lbs 11.19 in Soil Pressure@ Toe 3,132 psf OK Soil Pressure @ Heel O psf OK Allowable 3,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 4,385 psf ACI Factored@ Heel O psf Footing Shear@Toe 10.4 psi OK Footing Shear@ Heel 13.3 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100°/o Passive Force= less 100% Friction Force = Added Force Req'd ... for 1.5 Stability 856.0 lbs 520.0 lbs 640.6 lbs 0.0 lbs OK 123.4 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 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@Sectlon 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 ft= 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 3 ... - ... ... -... ... ... ... ... ... ... ... ... ... ... ... ... .. ... ... .. ... ... ... ... ., .. .. ... ... ... .. ... .. ... ... ... .. ... --.. -... ... ... - ... -... ... .. -... ... Title Bress~ Ranch Job # : 17081 Dsgnr: EAS Description .. Wall R281 PH 3 -4.83' -seismic This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 3 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 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 0.33 ft b]3 2.67 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00pcf 0.0018 • Footing Design Results ·-· I2l! J:rul Factored Pressure 4,385 o psf Mu': Upward 221 5 ft-# Mu' : Downward 55 1,425 ft-# Mu: Design 166 1,420 ft-# Actual 1-Way Shear 10.38 13.25 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@ 9.26in #5@ 14.35 in #6@ 20.37 in Summary of Overturning & Resisting Forces & Moments . .... OVERTURNING ..... 0.69 in2 0.26 in2 1ft: If two layers of horizontal bars: #4@ 18.52 in #5@28.70in #6@40.74 in . ..•. RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total Resisting/Overturning Ratio 568.2 54.0 169.6 64.2 856.0 Vertical Loads used for Soil Pressure= 1.78 5.33 1.78 3.42 O.T.M. 1,009.5 287.8 301.4 219.2 1,817.9 1.40 1,880.2 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 Weigh! Key Weight Vert. Component lbs ft ft-# 938.0 1.83 1,719.2 0.67 50.0 0.67 33.3 86.6 0.17 14.4 405.7 0.67 270.3 399.9 1.33 533.1 0.50 Total = 1,830.2 lbs R.M.= 2,537.0 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 . 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 0.158 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 Page4 Title BressJ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' -seismic Page: 4 Date: 28 AUG 2017 This Wall in File: 8:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW~6057955 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 5 ... ... ... .. ... .. ... - ... ... - .... ... -... ... .... ... -... -... ... ... ... ... ... ... ... -... ... ... ... - -... -... ---... --... --.. --... .. -... ... .. --... .. .. ---... Title Brass~ Ranch Job # : 17081 Dsgnr: EAS Description .. Wall R2B1 PH 3 -4.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 5 Date: 28 AUG 2017 RetalnPro (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 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 = 20.00 in 12.00 in 6.00 in 0.1500 in2/ft 0.3201 in2/ft Page 6 Title Brass~ Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R281 PH 3. 4.83' -seismic Page: 6 Date: 28 AUG 2017 This Wall in File: S:\17\17056 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. a· w/#4@ 16" Solid Grout #4@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 • i· 2'-4" - 2'-8" YT3· •1·~ 4'-4" Page 7 ... ... .. ... -... -... ... ... ... ... ... ... -... -... ... ... -... - ... ... - .... -... -... Title Bressi Ranch Job#: 17081. Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' -seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. DL=O ,LL=50# , Ecc=o· 90.00psf (Strength-Leve I). Pp= 520.00# .... (I) C. ~ 0 N M .,.... M Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 622# 170# 64# • Seismic lateral earth pressure • Seismic due to stem self weight Page 8 Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' -seismic Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 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 810.0 lbs 360.0 lbs 540.0 lbs 720.0 lbs Page 9 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' -seismic Page : 9 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (cl 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry 270.0 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-# I 1,620.0 ft-# I 2. 160.0 ft-# Mu= 1, MnPhi = Page 10 Title Bressj Ranch Job #: 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 • 4.83' This Wall in File: S:117117058 . Bressi Ranch\2. Cales (phase 1 original in SD phase 2 in SLC phase Page : 1 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.0<4 License : KW~6057955 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC. Code: CBC 2016,ACI 318-14,ACI 530-13 '"lc.r.it.e.ri.a _________ ... -, Soil Data ) Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Surcharge Loads 4.33 ft 0.50 ft 0.00 24.00 in 0.0 ft Surcharge Over Heel 0.0 psf 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 Design Summary 0.0 lbs 50.0 lbs 0.0 in ) • Wall Stablllty Ratios Overturning Sliding 1.96 OK 1.87 OK Total Bearing Load ... resultant ecc. 1,880 lbs 7.87 in Soil Pressure@ Toe 1,851 psf OK Soil Pressure @ Heel O psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,592 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear @ Heel Allowable Slldlng Cales Lateral Sliding Force less 100% Passive Force = • less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 5.8 psi OK 7.3 psi OK 82.2 psi 622.2 lbs 520.0 lbs 640.6 lbs 0.0 lbs OK 0.0 lbs OK 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 FootingJISoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in .• L.a.te.r.a.1 .L.oa.d_A•p•p•li•e•d•to_s.t.em __ ). 1 Adjacent Footing Load Lateral Load ... Height to To~ ... Height to Bottom 90.0 #/ft 4.83 ft 3.83 ft Adjacent Footing Load Footing Width Eccentricity Load Type Wind (W) (Strength Level) Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Wind on Exposed Stem = (Strength Level) 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 0.0 psf Poisson's Ratio • Bottom Stem OK ft = 0.00 Masonry LRFD 8.00 # 4 16.00 Center 0.530 lbs= lbs= 690.0 ft-#= fl-#= 1,255.6 2,390.6 psi= psi= 7.5 psi= 90.0 in2= 91.50 in = 3.75 psi= 2,500 psi= 60,000 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 psi= 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 f c Fy in= 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 11 • .. ""' .. ... .. ... .. .. ... .. .. ... .. -.. .. .. -... .... .... ... -... Title Bress~ Ranch Job#: 17081 Dsgnr: EAS Page: 2 Date: 28 AUG 2017 Description .. Wall R2B1 PH 3 -4.83' This Waif in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 1 Footing Dimensions & Strengths 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 0.33 ft 2.33 2.67 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 • Footing Design Results • lli ~ Factored Pressure 2,592 O psf Mu': Upward 136 233 ft-# Mu' : Downward 55 1,425 ft-# Mu: Design 81 1,192 ft-# Actual 1-Way Shear 5.82 7.32 psi Allow1-WayShear 62.16 82.16psi Toe Reinforcing # 4@ 16.00 in Heer 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, #6@ 36.57 in, #9@ 46 Heel: Not req'd: Mu< phi*5*1ambda"sqrt(fc)*Sm 'Summa 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 Forces & Moments 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 ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 568.2 1.78 1,009.5 54.0 5.33 287.8 622.2 O.T.M. 1,297.3 Vertical Loads used for Soil Pressure= 1.96 1,880.2 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 Weighl(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component Force Distance lbs ft 938.0 1.83 0.67 50.0 0.67 86.6 0.17 405.7 0.67 399.9 1.33 0.50 Moment ft-# 1, 719.2 33.3 14.4 270.3 533.1 Total= 1,830.2 lbs R.M.= 2,537.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance . ! Tilt ~ I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.093 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 Bressj Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R2B1 PH 3 • 4. 83' Page: 3 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 4.83' Design Height, 2.33' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 13 ... ... .... ... .... ... .... ... .... ... ... ... ... -.. ... ... ... ... ... "'" ... .. ... -.. .. .. ... .. ... .. .. ... ... ... ... .. .. --... ... .. .. .. Title Bress:I Ranch Job # : 17081 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .... Wall R2B1 PH 3. 4.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (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 14 Title BresS, Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B1 PH 3 -4.83" Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. 2'-o· 8"w/#4@ 16" Solid Grout #4@16" @Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 • 4·· 2'-4" -- 2·-a·· ftT3· •1·~ - . 4·-10· 4'-4" Page 15 ... .. .. ... .. ..i ... ... - ... ... ... ... .. ... ... ... ... ... ... ... .. ... .. ... Tille Bressj Ranch Job # : 17081 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 Description .... Wall R2B1 PH 3 • 4.83' This Wall in File: S:\17\17058 . Bressi Ranch\2 - Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067965 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O .LL=50# Ecc=O" l 90 OOpst (Strength-Level Pp= 520.00# Code: CBC 2016,ACI 318-14,ACI 530-13 622# Page 16 Title Bressj Ranch Job# : 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales {phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING, INC. Masonry 70.0 lbs 0.0 lbs I 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 14!).0 lbs 280.0 lbs I 420.0 lbs I 560.0 lbs I Page 17 Tille Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B1 PH 3 -4.83' Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (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-# I 1.s20.o ft-# 2.1so.o ft-# Mu = 1, MnPhi = Page 18 Title Bress! Ranch Job# : 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 • 5.0' • seismic This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW--06057966 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-1 3 [c •• ri.te.r.ia ___________ l Soil Data ) Retained Height 5.00 ft Wall height above soil 0.00 ft Slope Behind Wall 0.00 Height of Soil over Toe Water height over heel l Surcharge Loads 24.00 in 0.0 ft Surcharge Over Heel o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 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 ---- • :, [ Earth Pressure Seismic Load I Method : Triangular 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 90.0 #/ft ... Height to Toi: 5.00 ft ... Height to Bottom 4.00 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem = 0.0 psf (Service Level) l ~jacent 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 Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution . . . . . . . 105.000 psf Total Service-Level Seismic Load .... . (Strength) 1 StemWeight Seismic Load J 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 19 - - -.. - ... -.. .. .. --.. -... .. .. -.. .. .. .. .. .. .. Title Bressj Ranch Job#: 17081 Dsgnr·. EAS Description .. Wall R2B2 CIP PH 3 -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 Date: 28 AUG 2017 RetalnPro {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 ! Design Summary • Stem Construction • Bottom Stem OK Wall Stablllty Ratios Design Height Above Ftg ft= 0.00 Overturning 1.48 Ratio < 1.5! Wall Material Above "Ht" = Concrete Sliding 1.25 Ratio < 1.5! Design Method LRFD Thickness 8.00 Total Bearing Load 2,387 lbs Rebar Size # 5 ... resultant ecc. 11.96 in Rebar Spacing 16.00 Soil Pressure @ Toe 3,162 psi OK Rebar Placed at Center Design Data Soil Pressure@ Heel 0 psi OK fb/FB + fa/Fa = 0.612 Allowable 3,467 psi Total Force@ Section Soil Pressure Less Than Allowable Service Level lbs= ACI Factored @ Toe 4,426 psi ACI Factored @ Heel o psi Strength Level lbs= 1,221.8 Footing Shear@ Toe 2.2 psi OK Momant. ... Actual Service Level ft-#= Footing Shear@ Heel 15.1 psi OK Strength Level ft-#= 2,385.4 Allowable 82.2 psi Sliding Cales Moment .... Allowable 3,898.0 Lateral Sliding Force 1,073.6 lbs less 100% Passive Force = 520.0 lbs Service Level psi= less 100°,i, Friction Force = 817.9 lbs Strength Level psi= 25.5 Added Force Req'd 0.0 lbs OK Shear . ... Allowable psi= 75.0 .... for 1.5 Stability 272.5 lbs NG Anet (Masonry) in2= Rebar Depth 'd' in= 4.00 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 psi= 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 fc psi= 2,500.0 Seismic, E 1.000 Fy psi= 60,000.0 Page 20 Title Brass~ Ranch Job #: 17081 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description .... Wall R282 CIP PH 3 -5.0' -seismic This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.144 in2/ft 0.192 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 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 Required Area : Provided Area : 0.1728 in2/ft 0.16 in2/ft 0.2325 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 , 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 0.33 ft 2.67 3.00 12.00 in 0.00 in o.oo in 0.50 ft 60,000 psi 150.00 pcf 0.0018 -- Footing Design Results I 122 ~ Factored Pressure 4,426 O psf Mu' : Upward 227 65 ft-# Mu' : Downward 27 1,921 ft-# Mu: Design 200 1,856 ft-# Actual 1-Way Shear = 2.19 15.09 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*5iambda"'sqrt(fc)*Sm Key: No key defined Min footing T &S re inf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@20.37 in ,---------------------- Summary of Overturning & Resisting Forces & Moments 0.78 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent 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 1.48 2,386.8 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of lBC 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 Weigh\ Key Weight Vert. Component Force Distance lbs ft 1,300.2 2.00 0.67 50.0 0.67 86.6 0.17 500.0 0.67 450.0 1.50 0.50 Moment ft-# 2,600.2 33.3 14.4 333.2 675.0 Total = 2,336.8 lbs R.M.= 3,622.8 * Axial live load NOT included in total dfsplayed, or used for overturning resistance, but is included for soil pressure calculation. Page 21 • ... ... ... ... ... .. ... ... ... ... ... ... .. ... ... .. ... ... ... ... ... '"'I ... ... ... ... ... Titre Bress, Ranch Job#; 17081 Dsgnc EAS -Description ... Wall R282 CIP PH 3 -5.0' • seismic This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 4 Date: 28 AUG 2017 -RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06067955 License To ; R2H ENGINEERING !NC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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 0.146 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 rota1e into the retained soil Page 22 Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R2B2 CIP PH 3 -5.0' • seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW~6057965 License To : R2H ENGINEERING INC. DESIGNER NOTES: 5.0' Design Height (CIP), 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 23 .. ... ... .. ... -... ... .. ... ... ... .... ... ... ... ... ... .. ... .. ... ... ... ... .. I"' ... .. .. - .. "" ' .. .. ""' ... .. .. -... .. -.. ... - ... Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 6 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 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 = 23.40 in 18.00 in 6.60 in 0.2325 in2/ft 0.1600 in2/ft Page 24 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R2B2 CIP PH 3 -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 7 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. 8" w/#5@ 16" ~ ,,_,.. •• •• 5'-0" C, I', " )( Z-0" )( •• ., X X ,-"' I "' ---t 3" • • 1'-0" , - 4" 2'-8" - #4@16" 3'-0" @Heel Page 25 .. ... ... ... ... ... .. .. ... .. ... ... ... ... ... .. .. .. ... .. .. -.. .. .. .. -... ... Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' -seismic Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.0. License : KW-06067966 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 530-13 774# 221# 79# • Seismic lateral earth pressure • Seismic due to stem self weight Page 26 Tille Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 9 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 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 720.0 lbs I 960.0 lbs Page 27 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 • 5.0' • seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 10 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 Wall 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-# 0.0 ft-# 8~0.0 ft-# 1,720.0 ft-# 2,580.0 ft-# 3,440.0 ft-# ~""'2f..,..""l!!il&i Mu= 2,385.4 MnPhi = 13 898.0ft Page 28 Title Bress/ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057956 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria 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 I Soil Data ) 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 FootingllSoil Friction Soil height to ignore for passive pressure 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in r I I I • ~.s.u.rc•h•a•r•g•e•L•o•a•d•s ______ .. 1 Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel o.o psf 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 0.0 lbs 50.0 lbs 0.0 in • ;DesignSummary • Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.09 OK 1.73 OK 2,387 lbs 8.35 in Soil Pressure @ Toe 1,979 psf OK Soil Pressure @ Heel O psf OK Allowable 2,600 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,771 psf ACI Factored @ Heel O psf Footing Shear @ Toe 2.2 psi OK Footing Shear@ Heel 7.6 psi OK Allowable 82.2 psi Slldlng Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = 774.0 lbs 520.0 lbs 817.9 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 Toi: ... Height to Bottom 90.0 #/ft 5.00 ft 4.00 ft Load Type Wind (W) (Strength Level) Wind on Exposed Stem = (Service Level) 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 Momenl ... 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 Equiv. Solid Thick. 0.0 psf I Bottom Stem OK ft= 0.00 Concrete LRFD 8.00 # 5 16.00 Center 0.446 lbs= lbs= 890.0 ft-#= fl-#= 1,738.3 3,898.0 psi= psi= 18.5 psi= 75.0 in2= in= 4.00 psi= psi= psi= 100.0 Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 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 29 ) ... ... -.. -... -... -... --... - -.. ... - ... ... -... ... ... -... .. ... .. .. .. Title Bressi Ranch Job# : 17081. Dsgnr: EAS Page: 2 Date: 28 AUG 2017 Description .. Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (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 Concrete Stem Rebar Area Details Bottom Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0. 1049 in2/ft 0.1399 in2/ft Horizontal Reinforcing Min Stem T&S Reinf Area 0.960 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/fl Horizontal Reinforcing Options : -=========== One layer of : Two layers of : Required Area: 0.1728 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2325 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area; 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in [Footing Dimensions & Strengths I ~ting 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 3.00 0.33 ft 2.67 3.00 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 Tu§ !:li2l Factored Pressure 2,771 O psf Mu' : Upward 14 7 539 ft-# Mu' : Downward 27 1,921 ft-# Mu: Design 119 1,381ft-# Actual 1-Way Shear 2.19 7.59 psi Allow1-WayShear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot ff one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@ 20.37 in I S~mmary of Overturning &R~~isting Forces & rv,;,ments 0.78 in2 0.26 in2 !ft If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@40.74 in ..... OVERTURNING ..... . .... RESISTING ..... Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio Force Distance Moment lbs ft fl-# ----- 720.0 2.00 1,440.0 54.0 5.50 297.0 774.0 O.T.M. 1.737.0 Vertical Loads used for Soil Pressure= 2.09 2,386.8 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 Weight Key Weight Vert. Component Force Distance lbs ft 1,300.2 2.00 0.67 50.0 0.67 86.6 0.17 500.0 0.67 450.0 1.50 0.50 Moment ft-# 2,600.2 33.3 14.4 333.2 675.0 Total= 2,336.8 lbs R.M.= 3,622.8 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Page 30 • Title Brass~ Ranch Job#: 17081 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description ... Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Tilt I Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.092 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Code: CBC 2016,ACI 318-14,ACI 530-13 Page 31 ... ... ... ... ... ... ... ... ... ... ... ... ... ... - ... .. ... ... .. .. .. .. .. ... ... ... .. .. -... .. .. ... .. -.. ... ... ... .. .. -... ... .. ... .. ... .. Title Bras~ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' Page: 4 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW..06057955 License To : R2H ENGINEERING INC . DESIGNER NOTES: 5.0' Design Height (GIP), 3.0' exposed Flat slope backfill Flat slope at front Seismic 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 32 Title BressJ Ranch Job#: 17081 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description ... Wall R2B2 CIP PH 3 -5.0' This Wall in File: 8:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 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 33 ... ... ... .... ... ... ... ... ... ... ... ... .. ... ... ... ... ... ... ... ... ... ... ... Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 6 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 8" w/ #5@ 16" ..... x ... x .... "".x ... x.x.x.x ..... x .... fi •x••••••• n X xvvv AAXAA ~A • • • • 5'-0" •• ' J -..... ,, -.... i r 3" • • 1'-0" 1 7 __JJ 4" 2'-8" ~ ~ #4@16" 3'-0 " --= @Heel -~ Page 34 Tille BressJ Ranch Job # : 17081 Dsgnr: EAS Page : 7 Date: 28 AUG 2017 Description .... Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 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 35 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 8 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Masonry Designer to determine bar cutoff locations 100.0 lbs 300.0 lbs 500.0 lbs 700.0 lbs 900.0 lbs 0.0 lbs 200.0 lbs 400.0 lbs I 600.0 lbs I 800.0 lbs Page 36 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 • 5.0' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 9 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW~6057955 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-# 860.0 ft-# I 1,720.0 ft-# 2,580.0 ft-# I 3,410.0 ft-# Mu= 1, MnPhi = Page 37 .. ... -.. .. .. -.. -.. ... .. .. .. -.. .. ... .. ... .. ... ... ... .. ... -- Title BressJ Ranch Job#: 17081 Dsgnr: EAS Page: 1 Date: 28 AUG 2017 Description .. Wall R2B2 CIP PH 3 -6.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06067966 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC . Code: CBC 2016,ACI 318-14,ACI 530-13 ',[c_•_it.er.ia _________ • I Soil Data ) Retained Height 6.50 ft Allow Soil Bearing = 3,933.0 psf Equivalent Fluid Pressure Method Wall height above soil 0.00 ft Active Heel Pressure 40.0 psf/ft Slope Behind Wall 0.00 Height of Soil over Toe Water height over heel 24.00 in 0.0 ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore 130.0 psi/ft 130.00 pc! 130.00 pct 0.350 for passive pressure 12.00 in ~-----~ r.s.u.•c_h_a_r"!g_e_L_o_a_d_s ______ • !Lateral Load Applied to Stem Surcharge Over Heel a.a psf • j Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning ---- 1 Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity = = - -- 0.0 lbs 50.0 lbs 0.0 in 1 Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution . (Strength) I • • Lateral Load ... Height to Tor: ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 6.50 ft 6.00 ft Wind (!N) (Strength Level) o.o psi Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 136.500 psi Total Strength-Level Seismic Load. Total Service-Level Seismic Load . = = I-.S•t•e•m•W-e.ig•h•t•S-e•1s•m•i•c•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 7.00 ft Line Load -2.0 ft 0.300 511.875 lbs 358.313 lbs 102.8 lbs Page 38 • Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 -6.5' -seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING, INC. 1. DesignSum~ary-~ • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.99 OK 1.20 Ratio < 1.5! 4,087 lbs 12.22 in Soil Pressure@ Toe 2,559 psf OK Soil Pressure @ Heel O psf OK Allowable 3,933 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,582 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 2.2 psi OK 10.6 psi OK 82.2 psi 1,613.1 lbs 520.0 lbs 1,413.0 lbs 0.0 lbs OK 486.8 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 Momenl ... 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data re Fy • ft= 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 0.362 793.0 1,226.4 3,387.6 16.5 75.0 4.00 100.0 Bottom Stem OK 0.00 Concrete LRFD 8.00 # 5 12.00 Center 0.892 1,928.4 4,521.0 5,069.7 40.2 75.0 4.00 100.0 Normal Weight LRFD psi= 2,500.0 psi= 60,000.0 2,500.0 60,000.0 Page 39 ... ... ... ... ... ... ... ... .... ... ... .. ... .... .. ... ... ... .. ... ... ... ... -... ... .. .. ... .. -.. .. .. ,. .. ... ... .. -... .. ... -... ... -.. .. ... ... ... .. .. ... Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 -6.5' -seismic Page: 3 Dale: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067965 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC . 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 0.074 in2/ft 0.0987 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.1728 in2/ft 0.2 in2/ft 0.5419 in2/ft Vertical Reinforcing 0.2729 in2/ft 0.3639 in2/ft 0.16 in2/ft 0.1728 in2/ft ============ 0.2729 in2/ft 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: 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 Provided Area : 0.31 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.33 ft 3.83 4.17 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% Cover@ Top 3.00 @ Btm.= 3.00 in Footing Design Results :::) I2i l:m! Factored Pressure 3,582 O psf Mu': Upward 192 1,976 ft-# Mu' : Downward = 27 5,985 ft-# Mu: Design 164 4,009 ft-# Actual 1-Way Shear 2.19 10.58 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing # 5@ 12.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Key: No key defined Min footing T &S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26in #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 40 Title Bressi Ranch Job#: 1708i' Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .... Wall R2B2 CIP PH 3 -6.5• -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 Licenee : KW-06057966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Summary~of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,125.0 2.50 2,812.5 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load 27.0 7.25 195.8 Load @ Stem Above Soil = Seismic Earth Load 358.3 2.50 895.8 Seismic Stem Self Wt 102.8 4.25 437.0 Total 1,613.1 O.T.M. 4,341.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure= 1.99 4,087.0 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 . .... RESISTING ..... Force Distance lbs ft 2,675.6 2.58 0.67 50.0 0.67 86.6 0.17 650.0 0.67 624.9 2.08 0.50 Moment fl-# 6,910.5 33.3 14.4 433.1 1,301.7 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Total= 4,037.0 lbs R.M.= 8,659.7 * Axial live load NOT included in total displayed., or used for overturning resistance, but is included for soil pressure ca1culation. 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 ::J 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 0.111 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate into the retained soil. Page 41 • ... ... - ... ---... .. ... .... ... ... ... ... .. ... ... .. .. .. .. ... .. .. .. .. .. .... .. .. .. .. .. .. .. .. .. .. .. -... -.. ... .. .. .. ... -.. ... Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 -6.5' -seismic Page: 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 License To : R2H ENGINEERING INC . DESIGNER NOTES: 6.5' Design Height (CIP), 4.5' exposed Flat slope backfill Flat slope at front Seismic included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 42 Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R282 CIP PH 3 -6.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 6 Dale: 28 AUG 2017 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 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 = 18.72in 23.40 in 14.40 in 18.00 in 18.72 in 23.40 in 14.40 in 18.00 in 8.44 in 0.3100 in2/ft 0.2729 in2/ft Page 43 ... ... ... ... ... ... ... ... ... .... ... ... ... ... ... .. -.. .. ... ... ... .. ... ... ... .. .. Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 -6.5' • seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. 8" w/ #4@ 12" 8"w/#5@ 12" #5@12" @ Heel Cantilevered Retaining Wall • ~ .. --3-'-10" 4'-2" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-0" 6'-6 " 2'-6" • 1'-0" -- -- Page 44 Title Bressj Ranch Job #: 17081 Dsgnr: EAS Description .... Wall R282 CIP PH 3 • 6.5' • seismic Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. DL=O,,ill=SO#, Ecc=O !10.00psf (Strength-Lev el. Pp= 520.00# 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 45 Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 • 6.5' • seismic Page : 9 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. Masonry 190.0 lbs 0.0 lbs 380.Q 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 46 Title BressJ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 • 6.5' • seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (phase 1 original in SD phase 2 in SLC phase Page : 10 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 31 8-14,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-# 1.120.9 ft-# 2.240.0 ft-# I 3.3so.o ft-# 4,4ao.o tt-# ~~--Q -·-- Mu= 4, 1.0 MnPhi = 5 069.7ft Page 47 .. .. .. ,. ... ... ... ... ... ... .. -.. .. ... ... Title Bressi Ranch Job#: 17081. Dsgnr: EAS Page: 1 Date: 28 AUG 2017 Description .. Wall R2B2 CIP PH 3 -6.5" This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067965 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall I Criteria -----------· ;Soil Data I Retained Height 6.50 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft ! Surcharge Loads ~ • Surcharge Over Heel o.O psf Used To Resist Sliding & Overturning surcharge Over Toe a. o psf Used for Sliding & Overturning '. Axiali..oad Applied to Stem ) 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 2.88 OK 1.68 OK 4.087 lbs 8.30 in Soil Pressure@ Toe 1,959 psf OK Soil Pressure@ Heel 3 psf OK Allowable 2,500 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,742 psf ACl Factored @ Heel 4 psf Footing Shear@ Toe 2.2 psi OK Footing Shear@ Heel 4.6 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100°/o Passive Force= less 100% Friction Force = Added Force Req'd ... .for 1.5 Stability 1.152.0lbs 520.0 lbs 1,413.0 lbs 0.0 lbs OK 0.0 lbs OK Allow Soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe Footing11Soil Friction Soil height to ignore for passive pressure 130.0 psi/ft 130.00 pcf 130.00 pcf 0.350 12.00 in Lateral Load Applied to Stem I Lateral Load ... Height to To~ ... Height to Bottom 90.0 #/ft 6.50 ft 6.00 ft Load Type Wind on Exposed Stem = (Service Level) Wind 0N) (Strength Level) o.o psi 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 lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in= psi= psi= 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 Solid Grouting Modular Ratio 'n' Vertical component of active lateral soil pressure IS Code: CBC 2016,ACI 318-14,ACI 530-13 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 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 o.o lbs 3.00 ft o.oo in 7.00 ft Line Load -2.0 ft 0.300 I ... NOT considered in the calculation of soil bearing Wall Weight psi= 100.0 100.0 - ,.. ... 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 fc Fy Normal Weight LRFD psi= 2,500.0 2,500.0 psi= 60.000.0 60.000.0 Page 48 Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 • 6.5' This Wall in File: S;\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcen•e : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details 2nd Stem As (based on applied moment) : (4/3) •As: Vertical Reinforcing 0.0514 in2/ft 0.0685 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 in2ift 0.1728 in2/ft M'1n 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 0.1938 in2/ft 0.2584 in2/ft One layer of : #4@ 12.50 in #5@ 19.38 in #6@27.50in 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 in21ft 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 : 0.1938 in2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.31 in21ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.5419 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths • I Footing Design Results ) Toe Width 0.33 ft I!!§ J:!tt! Heel Width 3.83 Factored Pressure 2,742 4 psf Total Footing Width 4.17 Mu': Upward 148 3,500 ft-# Footing Thickness 12.00 in Mu': Downward 27 5,985 ft-# Mu: Design 121 2,486 ft-# Key Width Key Depth Key Distance from Toe re = 3,ooo psi Fy = Footing Concrete Density 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 Actual 1-Way Shear 2.19 4.63 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 12.00 in Heel Reinforcing # 5@ 12.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Blm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@27.78 in, #8@ 36.57 in, #9@46 Heel: Not req'd; Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26in #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@28.70in #6@40.74 in Page 49 ... ... ... ... - ... ... ... .. ... ... ... ... .. .. .. .. .. .. ... ... ... ... .... .. ... .. -.. .. -- ... - ... -... .. .. .. .. ... .. -... .. .... .. .. .. .. ... Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Page: 3 Date: 28 AUG 2017 Description .. Wall R2B2 CIP PH 3 -6.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 Llconso, KW-06067966 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. I Summa of Overturnin & Resistin 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 1,125.0 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 2.88 4,087.0 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 Code: CBC 2016,ACI 318-14,ACI 530-13 ..... RESISTING ..... Force Distance Moment lbs ft ft-# 2,675.6 2.58 6,910.5 0.67 50.0 0.67 33.3 86.6 0.17 14.4 650.0 0.67 433.1 624.9 2.08 1,301.7 0.50 Total= 4,037.0 lbs R.M.= 8,659.7 * 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 ~. 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 0.085 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate into the retained soil . Page 50 Title Bress;i Ranch Job# : 17081 Dsgnr: EAS Description .. Wall R2B2 CIP PH 3 -6.5' Page: 4 Date: 28 AUG 2017 This Walt in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 6.5' Design Height (CIP), 4.5' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from fence at top of wall NO Load from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 51 ... ... ... ... ... ... .... ... ... ... ... .. ... - ... ... -... ... ... ... ... .. ... -- - - ... -.. - -... ... ... ... - ---... -.. .. -... -- Title Bres&; Ranch Job#: 17081 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description .... Wall R2B2 CIP PH 3 -6.5' This Wall in File: S:\17\17058. Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 2.50 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 18.72in 23.40 in 14.40 in 18.00 in 6.00 in 0.3100 in2/ft 0.1938 in2/ft Page 52 Title Bressi Ranch Job#: 17081. Dsgnr: EAS Page: 6 Date: 28 AUG 2017 Description ... Wall R2B2 CIP PH 3 -6.5' This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. 8" w/#4@ 12" 8" w/ #5@ 12" #5@12" @ Heel Cantilevered Retaining Wall •yn >Q<;XY>< :~ ~ •• -~ • • " " I '>< i • • ... • 3'-10" 4'-2" Code: CBC 2016,ACI 318-14,ACI 530-13 • 4'-0" 6'-6" , 2'-6" ' -T .. • 1'-0". Page 53 ... ... ... -... -... -... ... - ... ... ... ... ... ... .. ... ... .. ... ... ... ... .. ... ... ... ... ... Title Bressj Ranch Job # : 17081 Dsgnr: EAS Page : 7 Date: 28 AUG 2017 Description .... Wall R2B2 CIP PH 3 • 6.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.0-4.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O LL=50# Ecc=O" 90 OOpsf (Strength-Level ). Pp= 520 00# 1 Code: CBC 2016,ACI 318-14,ACI 530-13 1152# Page 54 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R282 CIP PH 3 -6.5' Page : 8 Date: 28 AUG 2017 This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.CM License : KW--06057966 License To : R2H ENGINEERING INC. 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 750.0 lbs 1,050.0 lbs 1,350.0 lbs 600.0 lbs 900.0 lbs 1,200.0 lbs Page 55 Title Bressi Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R2B2 CIP PH 3 - 6.5' Page : 9 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 0.0 ft-# 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, 120.0 ft-# 2,210.0 ft-# I 3,3so.o ft-# I 4,4ao.o ft-# ___ ,.._ Mu = 3, 0.6 MnPhi = 5 069.7ft Page 56 Title Bress; Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 - 6.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. 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 5.67 ft 0.50 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing 3,667.0 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 130.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • • • s.u.rc.h.a.rg•e•L•o•a•d•s ______ ). [Iateral 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 To~ 6.17 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 5.17 ft 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 (W) (Strength 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 [ Earth Pressure Seismic Load J Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 119.070 psf Total Service-Level Seismic Load .... . (Strength) ['--iS•t•e•m-W-e111ig111h•t•S•e•i•s•m•i•c•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 7.00 ft Line Load -2.0 ft 0.300 397.039 lbs 277.927 lbs 82.0 lbs Page 57 ... ... ... ... ... ,.. ,.. .. '"" ... ... ... .. ... -... .. .... - - ,.. ,.. .. -.. Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R3A1 PH 3 • 6.17' • seismic Page: 2 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987~2017, Build 11.17.04.04 License: KW-06057955 License To : R2H ENGINEERING INC . I Design Summary • Wall Stability Ratios Overturning 1.65 OK Sliding Total Bearing Load ... resultant ecc. 1.20 Ratio < 1.5! 3,022 lbs 12.40 in Soil Pressure @Toe 2,810 psf OK Soil Pressure @ Heel O psf OK Allowable 3,667 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,934 psf ACI Factored @ Heel o psf Footing Shear@ Toe 9.9 psi OK Footing Shear@ Heel 14.2 psi OK Allowable 82.2 psi Sliding Cates Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 1,303.4 lbs 520.0 lbs 1,040.4 lbs 0.0 lbs OK 394.8 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 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 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 Center 0.319 524.5 754.2 2,390.6 5.7 90.0 91.50 3.75 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 8.00 # 5 16.00 Center 0.943 1,522.4 3,357.0 3,585.6 16.6 90.0 91.50 3.75 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight LRFD 7.60 Page 58 Title Bres~ Ranch Job#; 17081 Dsgnr: EAS Description .. Wall R3A1 PH 3 • 6.1T • seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 3 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To ; R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ' Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 0.33 ft 3.17 3.50 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 • Footing Design Results I Il2i ~ Factored Pressure 3,934 O psf Mu' ; Upward = 207 465 ft-# Mu': Downward 55 3,771 ft-# Mu: Design 152 3,305 ft-# Actual 1-Way Shear 9.90 14.20 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.-3.00 in Toe: #4@ 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@ 9.26in #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 in ..•.. 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 = 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 1.65 3,022.4 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weighl(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component = Force Distance Moment lbs ft ft-# 1,842.7 2.25 4,145.7 0.67 50.0 0.67 33.3 86.6 0.17 14.4 518.2 0.67 345.3 525.0 1.75 918.8 0.50 Total= 2,972.4 lbs R.M.= 5,424.2 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or 1BC 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 0.138 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 59 • ... ... -.. ... .. ... .. ... .. .. -- - ... ... ... -... .. -... ... ... .. - ... ... ... . - ... ... .. .. ... .. ... .. .. ... .. .... -.. Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3. 6.1T -seismic Page: 4 Date: 28 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 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 60 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .. Wall R3A1 PH 3 -6.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 5 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 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 = 20.00 in 25.00 in 12.00 in 13.54 in 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/ft 0.6292 in2/ft Page 61 --- ... -.. -.. -.... - ... ... --- ... .. ... .. ... ... """ .... - Title Bress/ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 -6.17' -seismic Page : 6 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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" #6@16" @ Heel Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 6'-2" • 4' 3'-2" 3'-6" Page 62 Title Bross! Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 -6.17 -seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11 .17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. DL=O ,LL=SO#. Ecc=o· 90.00psf (Strength-Level- Pp.= 520.00# -(/) a. co q 0 00 N Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 944# 278# 82# • Seismic lateral earth pres.sure • Seismic due to stem self weight Page 63 TiUe Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 -6.17' -seismic Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. Wall Masonry 0.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 300.0 lbs 450.0 lbs 750.0 lbs 1,050.0 lbs 1,350.0 lbs I 600.0 lbs 900.0 lbs 1,200.0 lbs I v-----~-----=-------~----·:i-----~-----:,.----....;:i------t ..... ----~ .. ----..... 1-1- Page 64 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 . 6.17' -seismic Page : 9 Date: 28 AUG 2017 This Wail in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.06067955 License To : R2H ENGINEERING INC. Masonry 0.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,200.0 fl-# 2,000.0 fl-# 2,800.0 ft-# 3,600.0 ft-# 800.0 ft-# 1,600.0 fl-# 2,400.0 ft-# 3,200.0 ft-# Page 65 --.. .. ... ... ... ,,,. .. .. ... .. ... ... ,.. -- ,.. ... ... ... ... ... .... ... Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R3A1 PH 3-6.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06067955 Cantilevered Retaining Wall License To: R2H ENGINEERING INC . Code: CBC 2016,ACI 318-14,ACI 530-13 I .. c.r.ite.r.ia __________ l I Soil Data I 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 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 Footing11Soil Friction Soil height to ignore for passive pressure = 130.0 psi/ft = 130.00 pc! 130.00 pc! 0.350 12.00 in -------- - • • I Surcharge Loads • Lateral Load Applied to Stem • 1 Adjacent Footing Load Surcharge Over Heel o. o 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 Uve Load = Axial Load Eccentricity = 1-------- 1 Design Summary 0.0 lbs 50.0 lbs 0.0 in • Wall Stability Ratios Overturning Sliding = 2.32 OK 1.65 OK Total Bearing Load ... resultant ecc. 3,022 lbs 8.61 in Soil Pressure@ Toe 1,952 psf OK Soil Pressure @ Heel O psf OK Allowable 2,750 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,733 psi ACI Factored@ Heel = O psf Footing Shear@ Toe 6.5 psi OK Footing Shear@ Heel 7 .1 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 1000/o Passive Force= less 100% Friction Force = Added Force Req'd ... for 1.5 Stability = 943.5 lbs 520.0 lbs 1,a4a.4 lbs a.a lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure 18 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 Toi: = ... Height to Bottom 90.0 #/ft 6.17 ft 5.17 ft Load Type Wind on Exposed Stem = (Service Level) Wind 0/V) (Strength Level) 0.0 psi - - - - 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 ft= = lbs= lbs= ft-#= ft-#= ft-#= 2nd Stem OK 2.67 Masonry LRFD 8.00 # 4 16.00 Center 0.237 377.8 557.7 2.390.6 Service Level psi= Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= in2= in= psi= psi= = psi= 4.1 90.0 91.50 3.75 2,500 60,000 Yes 12.89 84.0 in= 7.60 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 0.691 1,118.4 2,453.6 3,585.6 12.2 90.0 91.50 3.75 2,500 60.000 Yes 12.89 84.0 7.60 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Normal Weight = LRFD Concrete Data re Fy psi= psi= o.o lbs 3.00 ft 0.00 in 7.00 ft Line Load -2.0ft 0.300 Page 66 • TIiie Bress~ Ranch Job#: 17081 Dsgnr: EAS Page: 2 Date: 28 AUG 2017 Description ... Wall R3A1 PH 3. 6.17' This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase 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 : Footing Dimensions & Strengths 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 = 0.33 ft 3.17 3:SO 12.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results ~ I ~ ~ Factored Pressure 2,733 O psf Mu' : Upward 146 1,356 ft-# Mu': Downward 55 3,771 ft-# Mu: Design 92 2,414 ft-# Actual 1-Way Shear 6.50 7.07 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 4@ 16.00 in Heer Reinforcing # 4@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@20.37 in, #7@27.78 in. #8@ 36.57 in, #9@46 Heel: Not req'd: Mu < phi*5*1ambda"sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26in #5@ 14.35 in #6@ 20.37 in 1 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 in ..... 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 2.32 3,022.4 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weighl Key Weight Vert. Component Force Distance Moment lbs ft ft-# 1,842.7 2.25 4,145.7 0.67 50.0 0.67 33.3 86.6 0.17 14.4 518.2 0.67 345.3 525.0 1.75 918.8 0.50 Total= 2.972.4 lbs R.M.= 5,424.2 * 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 0.096 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 Brass~ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 • 6.17' Page: 3 Date: 28 AUG 2017 This Wall in File: 8:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (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 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 68 Title Bres~ Ranch Job # : 17081 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .. Wall R3A1 PH 3 -6.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height 2.67 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 13.54in 20.00 in 25.00 in 12.00 in 13.54 in 6.39 in 0.2325 in2/ft 0.4599 in2/ft Page 69 ... ... ... ... - ... ... .. ... --.. ... ... ... .. ... ... --... ... Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 -6.17' Page : 5 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. 2'-0" 8" w/ #4@ 16" Sol id Grout 8" w/ #5@ 16" #4@16" @ Hee l Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 3'-6" 5'-8" 6'-2" 2'-8" • 4" 3'-2" 3'-6" Page 70 Title Bress; Ranch Job#: 17081 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 Description .... Wall R3A1 PH 3 • 6.17' This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall DL=O LL=50# Ecc=O" 1 90.00psf (Stre ngth-Level Pp= 520 00# ,._ (/) a. N 0 N ~ Code: CBC 2016,ACI 318-14,ACI 530-13 944# Page 71 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3 • 6.17' Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. Masonry 120.0 lbs 0.0 lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 360.0 lbs 600.0 lbs 840.0 lbs 240.0 lbs 480.0 lbs I 720.0 lbs I 1,080.0 lbs 960.01bs 1 Page 72 Title Bress/ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A1 PH 3-6.17' Page : 8 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11 .17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Masonry 0.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,200.0 ft-# 2,000.0 ft-# 2,800.0 ft-# 3,600.0 ft-# 800.0 ft-# 1 1,600.0 ft-# 2.400.0 ft-# 3,200.0 ft-# Page 73 .. -... .. .. ... ... .. ... ... .. ... .. .. .. .. -... -.. .... -.. .. ... ""' ... ... Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R3A2 PH 3-8.17' -seismic This Wall in Fite: S:\17\17058 -Bressi Ranch\2-Calcs (phase 1 original in SD phase 2 in SLC phase Page: 1 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC • --.c.r,.it,;,er.ia.,.. ________ ... Soil Data I Allow Soil Bearing 4,000.0 psf 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 Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psi/ft 130.00 pcl 130.00 pcl 0.350 = 12.00 in I "!s.u.rc•h•a,.rg~e•L•o!'!a•d•s ____ ""!"_.I i Lateralload Applied to Stem -. Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft Used To Resist Sliding & Overturning ... Height to Toi: 8.17 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 7.17 ft 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 I-Earth Pressure Seismic Load Load Type Wind on Exposed Stem = (Service Level) Wind 0N) (Strength Level) 0.0 psi I 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 Method : Triangular Load at bottom of Triangular Distribution . (Strength) • 161.000 psi Total Strength-Level Seismic Load .. Total Service-Level Seismic Load. I .s.te.m ... w .. -· .. e.ig·h·t·S·e·i-sm ... ic ... i..o.a.d __ .. , Fp I WP Weight Multiplier 0.226 g Added seismic base force • 6,000.0 lbs 3.00 ft o.oo in 7.75 ft Line Load -2.0 ft 0.300 717.980 lbs 502.586 lbs 134.4 lbs Page 74 I I • Title Bresst Ranch Job#: 17081. Dsgnr: EAS Description .. Wall R3A2 PH 3-8.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 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 Design Summary Wall Stablllty Ratios Overturning • 3.94 OK 1. Stem Construction • ft= Sliding 1.35 Ratio < 1.5! Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Total Bearing Load ... resultant ecc. 9,798 lbs 6.76 in Soil Pressure@ Toe 2,076 psf OK Soil Pressure @ Heel 724 psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2.906 psi ACI Factored @ Heel 1,013 psf Footing Shear@ Toe 5.4 psi OK Footing Shear@ Heel 14.7 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 3,598.7 lbs 1,434.4 lbs 3,411.7 lbs 0.0 lbs OK 552.0 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 Rebar Size Rebar Spacing Rebar Ptaced 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-#= ft-#= psi= psi= psi= in2 = in= psi= psi= psi= Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= 2nd Stem OK 3.33 Masonry LRFD 8.00 # 4 16.00 Edge 0.614 967.4 1,732.1 3,403.1 10.6 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 6 16.00 Edge 0.737 4,014.0 9,254.4 12,684.4 28.8 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 7.60 11.60 Normal Weight LRFD Page 75 ... ... ... ... .. "" ... ... .. ... .. ... .. ... ... .. - ""' ... .. ... .. -.. .. ... ... ... - ... -... ... .. ... .. .. ... .. .. .. .. .. ... ' ... • .. Im Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R3A2 PH 3-8.17' -seismic This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 3 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 : 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 0.33 ft 6.67 -Yoo 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00pcf 0.0018 • Footing Design Results I ~ !ml Factored Pressure 2,906 1,013 psf Mu' : Upward 159 24,470 ft-# Mu': Downward = 74 24,837 ft-# Mu: Design 85 367 ft-# Actual 1-Way Shear 5.36 14.70 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 0/o Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5"1ambda"sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in 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@32.59in ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure 1,591.0 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load 1,316.8 Added Lateral Load 54.0 Load @ Stem Above Soil = Seismic Earth Load 502.6 Seismic Stem Self Wt 134.4 Total 3,598.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.97 4,730.0 1.82 2,399.7 8.92 481.7 2.97 1,494.2 4.87 654.3 O.T.M. 9,759.9 3.94 9,797.6 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component Force Distance Moment lbs ft ft-# 5,649.8 1,661.3 50.0 86.6 849.4 188.0 1,312.5 4.17 5.71 0.83 0.83 0.17 0.75 1.17 3.50 0.50 23,540.0 9,482.1 41.7 14.4 639.8 219.3 4,593.8 Total= 9,747.6 lbs R.M.= 38,489.4 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 Defl @ Top of Wall (approximate only) 250.0 pci 0.067 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate into the retained soil Page 76 • Title Bres~ Ranch Job# : 17081 Dsgnr: EAS Description ... Wall R3A2 PH 3-8.17' -seismic Page: 4 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057966 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 77 -... ... ... .. .. .. • ... .. - .. 1111 .. .. .. ... .. "" ... "" .. ... ... ... ... .. .. ... -.. .. .. ·--.. .. ... .. ... -- ... ... .. ... ... .. .. .. ... .. .. ... Title Bress~ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R3A2 PH 3-8.17' -seismic This Wall ln File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 5 Date: 28 AUG 2017 RetalnPro (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 Rebar Lap & Embedment Lengths Information Stem Design Segment 2nd Stem Design Height: 3.33 fl above top of footing Lap Splice length for #4 bar specified in this stem design segment= Lap Splice length for tl6 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 = 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 78 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3. 8.17' • seismic Page: 6 Date: 28 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. Z-0" 8" w/ #4@ 16" Solid Grout 12" w/ #6@ 16" Solid Grout #6@16" @ Heel Cantilevered Retaining Wall • • ~ 6'-8" j T-0" Code: CBC 2016,ACI 318-14,ACI 530-13 "" 4'-10" T-8" 8'-2" 3'-4" • 3" 1 1'-3" Page 79 .. ... ... ... ""' .. , .. .. ... ... ""' ... ... "" ""' "'I ... ... .. .. ... .. .. ... "'I Title Bress/ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3-8.17' • seismic Page : 7 Date: 28 AUG 2017 This Wall in File: S:\17\17058. Bressi Ranch\2. Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. DL=O ,LL=SO#, Ecc:O" (StrenJR:e2e:1\. Pp= 1434.38# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 t Adj Ftg Load =6000# Ecc.=0 from CL 2962# 503# 134# • Seismic late,al earth pce:ssure • Seismic due to stem self weight Page 80 Title Bress/ Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3-8.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 8 Date: 28 AUG 2017 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Designer to determine bar cutoff locations 400.0 lbs 1,200.0 lbs 2,000.0 lbs 2,800.0 lbs 3,600.0 lbs 0.0 lbs 800.0 lbs 1,600.0 lbs 2,400.0 lbs 3,200.0 lbs Page 81 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3-8.17' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 9 Date: 28 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.0. 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 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-# I 5,640.0 ft-# i 8,460.0 ft-# I 11,280.0 ft-# I 1- Page 82 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3 • 8.17' This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 •• ri.te.r.ia ___________ .• 1 Soil Data ) 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 • s.u.rc.h.a.r111g•e•L•o•a•d•s _____ __.l , Lateral Load Applied to Stem I 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 Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 50.0 lbs 0.0 in J 5.06 OK 1.64 OK 9,802 lbs 4.13 in Soil Pressure@ Toe 1,814 psf OK Lateral Load ... Height to Toi: ... Height to Bottom 90.0 #/ft 8.17 ft 7.17 ft Load Type Wind 0/'J) (Strength Level) Wind on Exposed Stem = (Service Level) Stem Construction Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data 0.0 psf l 2nd Stem OK ft = 3.33 Masonry LRFD 8.00 # 4 16.00 Edge 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 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 6 16.00 Edge Soil Pressure @ Heel 987 psf OK fb/FB + fa/Fa 0.376 0.575 Allowable 3,650 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,539 psf ACI Factored @ Heel 1,382 psf Footing Shear@ Toe Footing Shear @ Heel Allowable Slldlng Cales Lateral Sliding Force 4.5 psi OK 17.6 psi OK 82.2 psi less 100% Passive Force = - less 100% Friction Force = 2,961.7 lbs 1,434.4 lbs 3,41 3.3 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 Total Force@Sectlon 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 fc Fy lbs = lbs= 705.6 3,291 .2 ft-#= ft-#= 1,264.0 7,202.6 ft-#= 3,403.1 12,684.4 psi= psi= 7.7 23.6 psi= 90.0 90.0 in2 = 91 .50 139.50 in= 5.25 9.00 psi = 2,500 2,500 psi= 60,000 60,000 Yes Yes 12.89 12.89 psf= 84.0 133.0 in = 7.60 11.60 Normal Weight LRFD psi= psi= • 6,000.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 Page 83 -... .. ... .. ... .. ... .. ... -... .. ... -... .. ... ... -... -... .. ... -... .. ... .. ... .. ... .. ... ... ... Title Bres~ Ranch Job#: 17081 Dsgnr: EAS Description ... Wall R3A2 PH 3 -8.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 i Footing Dimensions & Strengths 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 3.00 0.33 ft 6.67 7.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results I 122 !:!i2! Factored Pressure 2,539 1,382 psf Mu': Upward 137 27,233 ft-# Mu': Downward 74 24,862 ft-# Mu: Design 64 -2,371 ft-# Actual 1-Way Shear 4.47 17.63 psi Allow1-WayShear 82.16 82.16psi Toe Reinforcing # 6@ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As 0/o 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*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@ 7.41 in #5@ 11.48 in #6@ 16.30 in Summa~ of Overturnina & Resistina Forces & Moments 2.27 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@32.59 in ..... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure 1,591.0 2.97 4,730.0 Soil Over Heel 5,652.8 4.17 23,544.0 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 1,663.8 5.71 9,493.7 Added Lateral Load 54.0 8.92 481.7 Axial Dead Load on Stem = 0.83 Load @ Stem Above Soil = * Axial Live Load on Stem 50.0 0.83 41.5 Soil Over Toe 85.8 0.17 14.2 Surcharge Over Toe Total 2,961.7 O.T.M. 7,611.4 Stem Weight(s) 849.4 0.75 637.2 Earth @ Stem Transitions= 188.0 1.16 218.7 Footing Weigh1 1,312.5 3.50 4,593.8 Resisting/Overturning Ratio 5.06 Key Weight 0.50 Vertical Loads used for Soil Pressure = 9,802.3 lbs Vert. Component Total= 9.752.3 lbs R.M.= 38,501.6 • 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····~······~~···~·] 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 0.059 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 sotl Page 84 I Title Brass~ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall R3A2 PH 3-8.17' Page: 3 Date: 28 AUG 2017 This Walt in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 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 85 ... .. ... ... ... ... .. ... ... ... ... ... ... ... ... ... ... ... .. .. ... .. ... ... ... .. ... ... ... .. ... .. ... .. ... -... .. .. .. .. .. ... .. 1111 .. .. ,,.. ... .. .. ... ,,.. ... -.. .. Title BressJ Ranch Job#: 17081 Dsgnr: EAS Page: 4 Date: 28 AUG 2017 Description .. Wall R3A2 PH 3. 8.17' This Wall in File: S:\17\17058-Bressi Ranch\2-Calcs (phase 1 original in SD phase 2 in SLC phase RetalnPro (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 2nd Stem Design Height: 3.33 fl above top of footing Lap Splice length for #4 bar specified in this stem design segment = Lap Splice length for tl6 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment Bottom Stem Design Height 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #6 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 30.00 in 12.00 in 19.01 in 20.00 in 30.00 in 12.00 in 19.01 in 7.67 in 0.3300 in21ft 0.5452 in2/ft Page 86 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Page: 5 Date: 28 AUG 2017 Description ... Wall R3A2 PH 3 -8.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW~6057965 License To : R2H ENGINEERING INC. Z-0" 8" w/#4@ 16" Solid Grout 12" w/ #6@ 16" Solid Grout #6@16" @Heel Cantilevered Retaining Wall • • ~ 6"-8" j r-O" Code: CBC 2016,ACI 318-14.ACI 530-13 f;." 4'-10" T-8" 8'-2" 3'4" • 3" 1 1'-3" Page 87 ... ... ... ... ... ... ... ... ... ... ' ... ... ... ... ... ... ... .. .. Title Bressj Ranch Job# : 17081 Dsgnr: EAS Page : 6 Date: 28 AUG 2017 Description .... Wall R3A2 PH 3 • 8.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (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= 1434.38# Cantilevered Retaining Wall iii a. 0 ~ co 00 0) Code: CBC 2016,ACI 318-14,ACI 530-13 1 Adj Ftg Load =6000# fcc.=o· from CL 2962# Page 88 Title Bressi Ranch Job #: 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3 - 8.17' Page : 7 Date: 28 AUG 2017 This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,050.0 lbs 1,750.0 lbs 2,450.0 lbs 3,150.0 lbs ... o,._0_1_bs--r---7 ... o:o,.o._0_1b_s_-:-_-1_,4-10;-o_.0_1b_s_l 2,100.0 lbs I 2,800.0 lbs t t----•- Page 89 Title Bress; Ranch Job#: 17081 Dsgnr: EAS Description .... Wall R3A2 PH 3 • 8.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 8 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,410.0 fl-# 4,230.0 ft-# 7,050.0 fl-# 9,870.0 fl-# 12,690.0 ft-# o.o tt-# 2.s20.o tt-# s,640.0 tt-# I 8.460.0 tt-# 1 11,2ao.o tt-# ·----11----··-- Page 90 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 Page : 1 Date: 30 AUG 2017 License: KW-06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 [c •• rit.e.ri.a ________ J.. ~I Data ::) Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel ~ Surcharge Loads 6.33 ft 0.50 ft 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 [ Axial Load Applied to Stem Axial Dead Load 0.0 lbs Axial Live Load 50.0 lbs Axial Load Eccentricity 0.0 in Earth Pressure Seismic Load Method : Triangular I ) Allow Soil Bearing 3,733.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psflft 130.00 pct 130.00 pct 0.350 12.00 in .,Cii.L.at.e.ra•l•L•o•a•d•A-p•p•lie•d-to_s.te.m __ l [ Adjacent Footing Load Lateral Load 90.0 #/ft Adjacent Footing Load ... Height to To~ 6.83 ft Footing Width ... Height to Bottom 5.83 ft Eccentricity Load Type Wind on Exposed Stem = (Service Level) Wind (W) (Strength Level) 0.0 psf 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 of Triangular Distribution ...... . 133.000 psf Total Service-Level Seismic Load .... . (Strength) ~m Weight Seismic Load ~ FP I WP Weight Multiplier 0.226 g Added seismic base force :J 0.0 lbs 3.00 ft 0.00 in 7 .75 ft Line Load -2.0 ft 0.300 487.445 lbs 341.212 lbs 90.8 lbs Page 91 ... -.. ... -... .. ... .. ... .. .. ... .. .. ... .. , ... --- -... .. ... Title Bressi Ranch Job#: 17081. Dsgnr: EAS Description .. Wall RA PH 3 -6.83' • seismic This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 Date: 30 AUG 2017 RetalnPro (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 : Design Summary Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 1.53 OK 1.53 OK 3,454 lbs 14.00 in Soil Pressure@ Toe 3,458 psf OK Soil Pressure @ Heel O psf OK Allowable 3,733 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 4,841 psf ACI Factored @ Heel O psf Footing Shear@ Toe 12.5 psi OK Footing Shear@ Heel 18.7 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= less 100°/o Friction Force = Added Force Req'd .. for 1.5 Stability 1,560.6 lbs 1,200.0 lbs 1,191.5 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 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 -· - Stem Construction Design Height Above Ft1:1 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 • 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 2.00 Masonry LRFD 8.00 # 4 16.00 Edge 0.511 951.8 1,722.6 3,403.1 10.4 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 8.00 # 5 16.00 Edge 0.878 1,865.4 4,485.0 5,155.0 20.4 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight LRFD 7.60 Page 92 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .. Wall RA PH 3 -6.83' -seismic This Wall in File: S;\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 3 Date: 30 AUG 2017 RatainPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06067955 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 F coting Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 3.00 0.33 fl 3.33 Cf67 12.00 in 0.00 in o.oo in 0.50 fl 60,000 psi 150.00 pct 0.0018 --·-- Footing Design Results I ~ ~ Factored Pressure 4,841 O psf Mu' : Upward 253 402 ft-# Mu' : Downward 55 4,669 ft-# Mu: Design 199 4,267 ft-# Actual 1-Way Shear 12.54 18.68 psi Allow1-WayShear 82.16 82.16psi 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@ 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 ------ I Summary of Overturning & Resisting Forces & Moments 0.95 in2 0.26 in2 !ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent 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 0.T.M. 2,625.6 395.8 833.7 400.7 4,255.8 1.53 3,454.3 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 Weighl Key Weight Vert. Component Force Distance lbs fl 2,194.1 2.33 0.67 50.0 0.67 86.6 0.17 573.7 0.67 549.9 1.83 0.50 Moment fl-# 5,118.5 33.3 14.4 382.3 1,008.0 Total= 3,404.3 lbs R.M.= 6,523.2 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 Sllding 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 0.179 in The above calculation is not valid if lhe heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 93 - .. .. ... ... ... ... ... ... ... ... .. ... ... ... ... .. ... ... -... ... ... .. .. .. -.. .. .. .. .. 1111 .. 1111 .. 1111 .. .. .. .. .. --... .. .. - Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic Page: 4 Date: 30 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057956 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 94 Titre ares~ Ranch Job#: 17081 Dsgnr: EAS Description .. Wall RA PH 3 -6.83' -seismic This Wall in File: S;\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 5 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW~6057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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 = 20.00 in 25.00 in 12.00in 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/fl Page 95 .. - .. ·"' ... "" ... .. ... .. .... - ""' ... ... --... ... ... -... ... Title Bressi Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic Page : 6 Date: 30 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 Solid Grout #6@16" @ Heel 16" Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 6'-4" 6"-10" 2'-0" • 4" 3'-4 " 3'-8" Page 96 Title Bress/ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic Page : 7 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057955 License To : R2H ENGINEERING INC. DL=O ,LL=SO#' Ecc=o· 90 .00psf (Stren gth-Level)II Pp= 1200.00# ,,__ ___ __. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1129# 341# 91# • Seismic lateral earth pressure • Seismic due to stern self weight Page 97 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic Page : 8 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057965 License To : R2H ENGINEERING INC. Masonry 190.0 lbs 0.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 380.0 lbs 570.0 lbs I 950.0 lbs 1,330.0 lbs 1,710.0 lbs 760.0 lbs 1,140.0 lbs I 1,520.0 lbs •---4~a-..------t----+---•+----+-----1 Page 98 Title Bress; Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RA PH 3 -6.83' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 ft-# 1. 140.0 ft-# I 2.2ao.o ft-# 3,420.0 ft-# 4,sso.o ft-# Page 99 .. .. ... .. ,.. .. .. -.. - -.. .. .. .. .. ,.. .. ... ... .. .. Title eress; Ranch Job#: 17081 Dsgnr: EAS Description .. Wall RA PH 3. 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 1 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW.06067966 Cantilevered Retaining Wall License To : R2H ENGINEERING INC . Code: CBC 2016,ACI 318-14,ACI 530-13 ' .c.ri.te.r.ia __________ • 1S0i1 Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel I Surcharge Loads- 6.33 ft 0.50 ft 0.00 24.00 in 0.0 ft Surcharge Over Heel o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning ·---- 1 Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity o.o lbs 50.0 lbs a.a in • I Design Summary • Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.16 OK 2.12 OK 3,454 lbs 9.72 in Soil Pressure@ Toe 2,250 psf OK Soil Pressure@ Heel O psf OK Allowable 2,800 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,150 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 7.8 psi OK 9.0 psi OK 82.2 psi 1,128.Blbs 1,200.0 lbs 1,191.5 lbs 0.0 lbs OK 0.0 lbs OK 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 FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psi/ft 130.00 pcl 130.00 pcf 0.350 12.00 in Lateral Load Applied to Stem I I AdjacentFooting Load Lateral Load ... Height to Toi: ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) i Stem Construction 90.0 #/ft 6.83 ft 5.83 ft Wind (!IV) (Strength Level) 0.0 psi • 2nd Stem OK Design Height Above Ftl;l ft= 2.00 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 Ftg 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 Edge fb/FB + fa/Fa 0.374 0.643 Total Force@ Section Service Level lbs= Strength Level lbs= 690.0 1,372.2 Moment. ... Actual Service Level ft-#= Strength Level ft-#= 1,255.6 3,275.2 Moment .... Allowable ft-#= 3,403.1 5,155.0 Service Level psi= Strength Level psi= 7.5 15.0 Shear ..... Allowable psi= 90.0 90.0 Anet (Masonry) in2 = 91.50 91.50 Rebar Depth 'd' in= 5.25 5.25 Masonry Data rm psi= 2,500 2,500 Fy psi= 60,000 60,000 Yes Yes Solid Grouting Modular Ratio 'n' 12.89 12.89 Vertical component of active lateral soil pressure IS 0.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 I • !ll'i NOT considered in the calculation of soil bearing Wall Weight psi= 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= Page 100 Title Brass~ Ranch Job#: 17081 Dsgnr: EAS Page: 2 Date: 30 AUG 2017 Description .. Wall RA PH 3 -6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase 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 I Footing[)imensions &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 0.33 ft 3.33 3.67 12.00 in o.oo in o.oo in 0.50 ft 60,000 psi 150.00 pct 0.0018 I Footing Design Results I I2l! ~ Factored Pressure 3,150 O psf Mu': Upward 168 1,518 ft-# Mu' : Downward 55 4,669 ft-# Mu: Design 114 3,151 ft--# Actual 1-Way Shear 7.78 8.95 psi Allow1-WayShear 82.16 82.16 psi Toe Reinforcing # 4 @ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 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@20.37in 0.95 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74in ~~mma of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 1,074.6 2.44 2,625.6 54.0 7.33 395.8 1,128.6 O.T.M. 3,021.4 Vertical Loads used for Soil Pressure= 2.16 3,454.3 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! Key Weight Vert. Component . .... RESISTING ..... Force Distance lbs ft 2,194.1 2.33 0.67 50.0 0.67 86.6 0.17 573.7 0.67 549.9 1.83 0.50 Moment ft-# 5,118.5 33.3 14.4 382.3 1,008.0 Total = 3,404.3 lbs R.M.= 6,523.2 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.116 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#: 17081 Dsgnr: EAS Description ... Wall RA PH 3 -6.83' Page: 3 Date: 30 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2-Ca1cs (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 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 Bressj Ranch Job#: 17081 Dsgnr: EAS Page: 4 Date: 30 AUG 2017 Description .. Wall RA PH 3 -6.83' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 0.4318 in2/ft Page 103 ... ... ... ... .. .... .. ... .... ... ... ... ... ... .. .. ... ... ... .. - .. Title Bressj Ranch Job#: 17081 Dsgnr: EAS Page : 5 Date: 30 AUG 2017 Description .... Wall RA PH 3 • 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 #6@16" @Heel 16" Cantilevered Retaining Wall 4'-10" 2'-0" • 3-4" 3'-8" Code: CBC 2016,ACI 318-14,ACI 530-13 6'-4" 6'-10" Page 104 Title Brass/ Ranch Job # : 17081 Dsgnr: EAS Page : 6 Date: 30 AUG 2017 Description .... Wall RA PH 3 -6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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= 1200 00# ..... (/) C. '<t N 0 I,{) N N Code: CBC 2016,ACI 318-14,ACI 530-13 1129# Page 105 Title Bressj Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RA PH 3 • 6.83' This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 7 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-<16057966 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 900.0 lbs 1,200.0 lbs • Page 106 Title Bress! Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RA PH 3 • 6.83' This Wall in File: S:117117058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 fl-# ,. 1j0.0 ft-# ,.,r, ft-# , • .,,., ft-# •• 560.0 ft-# Page 107 .. .. .. .. .. ... -.... .. .. .. - .. .. ... ... "'" ... ... -.. ... .. - ... .. .. ""' Title Brass~ Ranch Job # : 17081 Dsgnr: EAS Description .. Wall RB PH 3 - 7 .5' -seismic This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 1 Date: 30 AUG 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW--06067966 Cantilevered Retaining Wall License To : RZH ENGINEERING INC • Code: CBC 2016,ACI 318-14,ACI 530-13 1,.c.r.it.er•i•a----------•I :sou oata-.• Retained Height 7.00 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel 0.0 ft Allow Soil Beanng 4,000.0 psi Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footing\\Soil Friction Soil height to ignore for passive pressure 300.0 psi/ft = 130.00 pct 130.00 pct 0.350 12.00 in • --_ 1, .s.u-.rc.h.a-.rg_e_io_a.cis ______ •• ~-Lateral Load-Appliedto Stem • 1 Adjacent Footing Load Surcharge Over Heel 260.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe a.a psf NOT Used for Sliding & Overturning ; AxialLoad Applied to Stem Axial Dead Load a.a lbs Axial Live Load = 50.0 lbs Axial Load Eccentricity a.a in ---- - - - - 1 Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution .. (Strength) - -- - I • • Lateral Load = ... Height to Toi:; ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 7.50 ft 6.50 ft Wind fYV) (Strength Level) 0.0 psi Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 147.000 psi Total Strength-Level Seismic Load. Total Service-Level Seismic Load. ! ~S•t•e•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 0.0 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 108 I Title Bressi Ranch Job#: 170Bi° Dsgnr: EAS Description .... Wall RB PH 3 -7.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page: 2 Date: 30 AUG 2017 RetalnPro (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 , Design Summary Wall Stabtltty Ratios Overturning • 1.59 OK = Ste-m Construction -• ft= Sliding 1.26 Ratio < 1.5! Design Height Above Ft9 Wall Material Above "Ht" Design Method Thickness Total Bearing Load ... resultant ecc. 6.313 lbs 14.53 in Soil Pressure @ Toe 3,264 psf OK Soil Pressure @ Heel O psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 4,570 psf ACI Factored @ Heel O psf Footing Shear@ Toe 9.0 psi OK Footing Shear@ Heel 18.5 psi OK Allowable 82.2 psi Sliding Cates Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd = . .for 1.5 Stability 2,620.1 lbs 1,434.4 lbs 1,858.3 lbs 0.0 lbs OK 637.4 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 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 Lever 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-#= 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 109 ... ... ... ... .... ... , .... .. "" ... ... ... ... .. -.. .. .... .. ... .. .... ... ... ... ... ... -... -... ---.. - .. ... - ---.. .. - .. ... ... Title Brass; Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RB PH 3 -7.5' -seismic This Wall in File: S:\17\17058-Bressi Ranc:h\2-Cales (phase 1 original in SD phase 2 in SLC phase Page: 3 Date: 30 AUG 2017 RetalnPro (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 I Footing Dimensions & Strengths~ • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = fc = 3,000 psi Fy = Footing Concrete Density 0.33 ft 4.67 5.00 15.00 in o.oo in 0.00 in 0.50 ft 60,000 psi 150.00pcf 0.0018 : ~ Footing besign Resuits . ~ I ~ f:1til Factored Pressure 4,570 O psf Mu' : Upward 246 3,208 ft-# Mu': Downward = 74 13,240 ft-# Mu: Design 172 10,032 ft-# Actual 1-Way Shear 9.01 18.54 psi Allow1-WayShear 82.16 82.16psi Toe Reinforcing = # 4@ 16.00 in Heel Reinforcing # 6@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As 0/o Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area Min footing T &S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #8@ 16.30 in , Summary of Overturning & Resisting Forces & Moments 1.62 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #8@ 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 = 1.59 6,312.9 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 Force Distance Moment lbs ft ft-# 3,337.0 3.17 10,566.5 0.83 50.0 0.83 41.7 86.6 0.17 14.4 760.8 0.74 566.2 187.6 1.17 218.8 937.5 2.50 2,343.8 0.50 To1al = 5,309.5 lbs R.M.= 13,709.7 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of \BC 2009 or \BC 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 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 ] Horizontal Deflection at Top of Wall due to settlement of soil (DeflecUon due to wall bending not considered} Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.136 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 110 • Title Bressi Ranch Job # : 17081 Dsgn, EAS Description .... Wall RB PH 3 -7.5' -seismic Page: 4 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057956 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 111 ... .. .. ' ... ... .. .. .. ... ... ""'! .. ... .. .. .. .. .. .. ... .. .. -... ... .. ... ... .. .. ... .. .. .. .. .. .. .. .. ... .. .. .. .. ... .. Title Bress~ Ranch Job#: 17081 Dsgnr: EAS Page: 5 Date: 30 AUG 2017 Description .. Wall RB PH 3 -7.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057966 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 112 Title Bressi Ranch Job#: 170Bi° Dsgnr: EAS Description ... Wall RB PH 3 • 7.5'. seismic Page: 6 Date: 30 AUG 2017 This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase 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 12" w/ #5@ 16" ,----86>/f&aGfeut #6@16" @Heel Cantilevered Retaining Wall • • 4' 4'-8" 5'-0" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" T-0" T-f," 2'-8" Page113 ... ... ... ... ... ... .. ... ... ... ... ""' ... .. ... ... .. .. ... ... ... ... , ... ... ... Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RB PH 3 -7.5' -seismic Page : 7 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. DL~ ,LL=50#, Eoo=O~ 90.00psf (Strength-Levelll Pp= 1434.38# ... "' 0. (l) 0 '<t (l) N M Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 260.0-0psf t I l 2075# 424'11 120# • Seismic latera l e arth Pfessure • Seismic due to stem self weig ht Page 114 Tille Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RB PH 3 - 7.5' -seismic Page : 8 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW.06057955 License To : R2H ENGINEERING INC. Masonry 320.0 lbs 0.0 lbs I 640.0 lbs 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 I 1,280.0 lbs 1,920.0 lbs I 2,560.0 lbs Page 115 I Title Bressi Ranch Job# : 17081. Dsgnr: EAS Description .... Wall RB PH 3 - 7.5' -seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase Page : 9 Date: 30 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 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-# I 4,040.0 ft-# I 6,060.0 ft-# I a,oao.o ft-# . D .. ______. Page 116 Title Bress! Ranch Job#: 17081 Dsgnr: EAS Page : 1 Date: 30 AUG 2017 Description .... Wall RB PH 3 -7.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. ,[ c.r.ite.r.ia ________ _.. I Soil 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 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • [.s.u.rc.h.a .. rg•e•L•o•a•d•s _____ _.) L Lateral Load Applied to Stem ) LAdjacent Footing Load Adjacent Footing Load Footing Width Surcharge Over Heel 260.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf NOT Used for Sliding & Overturning I 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 • 1.98 OK 1.59 OK 6,313 lbs 11.26 in Soil Pressure @ Toe 2,695 psf OK Soil Pressure @ Heel O psf OK Allowable 3,200 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,773 psf ACI Factored @ Heel O psf Footing Shear@ Toe Footing Shear @ Heel Allowable Slldlng Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = - Added Force Req'd .... for 1. 5 Stability 7.2 psi OK 13.3 psi OK 82.2 psi 2,075.3 lbs 1,434.4 lbs 1,858.3 lbs 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Toi; ... Height to Bottom 90.0 #/ft 7.50 ft 6.50 ft Eccentricity Load Type Wind (W) (Strength Level) Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Wind on Exposed Stem = (Service Level) 0.0 psf [ Stem Construction J 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 lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in= psi= psi= Poisson's Ratio 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 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 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 12.89 133.0 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 = 7.60 11.60 Masonry Block Type Normal Weight Masonry Design Method LRFD Concrete Data fc psi= Fy psi= • J :) 0.0 lbs 3.00 ft 0.00 in 7.75 ft Line Load -2.0 ft 0.300 Page 117 I"' ... ... - "" -... '"" ... .. -... ... ... I"' Title Bressj Ranch Job#: 17081 Dsgnr: EAS Page: 2 Date: 30 AUG 2017 Description ... Wall RB PH 3-7.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 re = 3.000 psi Fy = Footing Concrete Density 3.00 0.33 ft 4.67 5.00 15.00 in 0.00 in o.oo in 0.50 ft 60,000 psi 150.00 pct 0.0018 • Footing Design Results I ~ .!:ii2I Factored Pressure 3,773 O psf Mu· : Upward 204 5.055 ft-# Mu': Downward 74 13,240 ft-# Mu: Design = 130 8.185ft-# Actua11-Way Shear 7.23 13.27 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 1.62 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #4@ 7.41 in #5@ 11.48 in #6@ 16.30 In #5@22.96 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... • .... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure 1,361.3 2.75 3,743.4 Soil Over Heel 3.337.0 3.17 Surcharge over Heel 660.0 4.13 2.722.5 Sloped Soil Over Heel Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load Adjacent Footing Load Added Lateral Load 54.0 8.25 445.5 Axial Dead Load on Stern = 0.83 Load @ Stern Above Soil = * Axial Live Load on Stern 50.0 0.83 Soil Over Toe 86.6 0.17 Surcharge Over Toe Total 2,075.3 O.T.M. 6,911.4 Stem Weight(s) Earth @ Stern Transitions= 760.8 0.74 187.6 1.17 Footing Weigh1 937.5 2.50 Resisting/Overturning Ratio 1.98 Key Weight 0.50 Vertical Loads used for Soil Pressure= 6.312.9 lbs Vert. Component Moment ft-# 10,566.5 41.7 14.4 566.2 218.8 2,343.8 Total= 5.309.5 lbs R.M.= 13.709.7 * 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. 1 -Tilt 1 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 0.112 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 118 Title BressJ Ranch Job#: 17081 Dsgnr: EAS Description .... Wall RB PH 3 • 7.5' Page: 3 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2-Cales (phase 1 original in SD phase 2 in SLC phase 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 Joad from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 119 ., ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... .. ... ... ... ... ... .. ... ... ... ... .. ... ... .. ... "" ... ... .. .. ... .. ... .. ... .. ... ,.. .. ... .. Title BressJ Ranch Job#: 17081 Dsgnr: EAS Page: 4 Date: 30 AUG 2017 Description .. Wall RB PH 3 -7.5' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 0.5620 in2/ft Page 120 Title Bressi Ranch Job#: 17081. Dsgnr: EAS Description ... Wall RB PH 3 • 7.5' Page: 5 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067965 License To : R2H ENGINEERING INC. 2'-0" 8" w/ #4@ 16" Solid Grout 12" w/ #5@ 16" ...--e<91Kl~F-OUI #6@16" @Heel Cantilevered Retaining Wall • 4'-8" 5'-0" . Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" T-0" T-6" 2'-8" Page 121 .... ... ... ... ... ... ... "'I ... .... ... Title Bress/ Ranch Job#: 17081 Dsgnr: EAS Page : 6 Date: 30 AUG 2017 Description .... Wall RB PH 3 • 7.5' This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06067965 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall 260 OOpsf DL=O LL=SO# Ecc=O" 1 I I l 90.00psf (Strength-Level Pp= 1434.38# ..... (J) a. 0 0) ~ C1) (0 N Code: CBC 2016,ACI 318-14,ACI 530-13 2075# Page 122 Title Bressj Ranch Job #: 17081 Dsgnr: EAS Description .... Wall RB PH 3 • 7.5' Page : 7 Date: 30 AUG 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase RetainPro (c) 1987-2017, Build 11 .17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 0.0 lbs 270.0 lbs 810.0 lbs 1,350.0 lbs 1,890.0 lbs 2,430.0 lbs 540.0 lbs 1,080.0 lbs 1,620.0 lbs 2,160.0 lbs Page 123 Title Bressj Ranch Job # : 17081 Dsgnr: EAS Description .... Wall RB PH 3 -7.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in SLC phase 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 Masonry Allowable Momeni 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-# 0.0 ft-# 2,020.0 ft-# 4,040.0 ft-# 6,060.0 ft-# 8,080.0 ft-# Page 124 .-6.n R2H Engine':._ing, Inc.,_ JOB NO ----1I1J.il PROJECT _'----=--;___:re:..:::::~-< IL-r --Lr:_2~-------DATE ---- BY -t As SUBJECT SHEET OF R283 & R284 W 01// ::Z B3 C01(c ul°'1-f ,· D vi .s -S-te vv, Des~vi -<(/' (ol/lCVe.7-<:-st-evv, h-1-: ~ _$ -r+ .·. u~~ ~~< $C?lY"'?C ~.€WJ cl.es/~L.-, en~ tA.,o,// 3 Q:-{ '' K --1_ [31-. Se.e p:;. --~ LJp+cvl/1 /5-e.sS t ~I/IC L, P~t:>t>C L I' e+&-u~c, \;JCYtl/~ u Coile v(cYtfi o l--s __, ,,. I ,, . ,,.. 4. 6' 0.167' r Q l71 L c:.t,' f\~sl.)1/"\p-f,~s : k ~ ~ C. '3 ~ ( <;i/t_<j Sc-L-iJ') k. = I DD ps,/iVi d~lcdr ( <;.l.~~~e V\-<aJ') ........_, __ 0.167' Lc.P' W 01/1 1. B 3 <;ec,! io vi {~T~) ~ :-I ( C pc.r ( c~~<-te) 'os ~ I 3 C pc-f ( c:,c,' { i--·f / (" _t,..,ri/' ~[).S'-.,de· Page 125 ~n R2H Engineering, Inc. JOB NO.----JI.ti.l PROJECT ____________ DATE ___ _ BY ____ SUBJECT------------SHEET OF ~ o+.e .-lo01.c.J s c,,.Y .R pel" I f-1 s-+n· p ~ (+) /\11 (7 V"' <. vt-t g, fv1, I W5 \!; t---,---.---, LcoJ ,vi!) D"'.5vo.v-, ( "-lo Se ,·sv-iic..) _l ~~,~~ D;~Vc.V'i ( w/ Sci~M;() Pt>:: o l, (tJ. e,-:;")( 6.s') =-1~c(o,i)(,.~')-: &r-s.15# W5 ~ oc; ( & .5)-: I 3c/ c ~) = ~ Lf s 1;/{"-1 -fv11 (s~~ ~ M'2f'oit)-= %s k°' 1 '4,~ 1-. -= ¥ (o:-~)i (13~(, . .r)~ :: 1. v<c-Z . ~-::; .:ti -€"-t f D :: 0 ~3_?,c;-# (rec oibcve.) µ!;,-. c;;,l( r f/r-1 ( 5ec. eilcve.) -Mr = .flrt.4--fv1~ ( . · \ 5 5~ ISc--.1c M (,.. <"(-,./ '\ 5 -2 -::: ~ r.::> ) >< PS (Se;,;..,._;,) &, . f --:z ( fa G. 7-S) ( C. ??_ (. I -L/1°1_ <'Cl.#-{-/ _ (V1, (: ~ (<,.~:/--1 L/7~ 'zs' I -7? S. $: 0 # -Pt Page 126 File= R:\projects\17117056--112-CALC-1\17056--2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 Description : Wall R2B3 & R2B4 fig (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 fr = fc112 • 7.50 \jJ Density '),.,, Lt Wt Factor = Elastic Modulus 3.0 ksi 410.792 psi 145.0 pct 1.0 3,122.0ksi d> Phi Values Flexure : Shear : 0.90 0.750 0.850 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 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 H {0.845) Span=S.667 ft • • 0(0.654) 1-#5 at 2.310 in from Top, from 0.0 to 5.667 ft in this span 1-#4 at 3.250 in from Bottom, from 0.0 to 5.667 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei!lht calculated and added to loads Load for Span Number 1 Uniform Load : H = 0.8450 k/ft, Extent = 0.8330 --» 4.833 ft, Tributary Width = 1.0 ft Point Load : D = 0.6540 k @ 0.50 ft Point Load : D = 0.6540 k@ 5.167 ft Moment : H = -2.083 k-ft, Location = 0.50 ft from left end of this span Moment : H = 2.083 k-ft, Location = 5.167 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 0.209: 1 Typical Section -3.196 k-ft 15.295 k-ft +1 .40D+1 .60H 4.934 ft Span# 1 0.996 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 < 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 0.069 in 0.010 in Design OK Page 127 - a., ... ... ,.-.--· ---· --·· ------------· FIie = R:wro,ects\17\17058--1\2-CALC-1\17058--2EC6 .. Beam on Elastic Foundation ENERCALC, INC. 1983-2017, BuHd:10.17.12.10, Ver:10.17.12.10 1.111 ... Description : Wall R2B3 & R284 ftg (no seismic) ... Load Combination Location (ft) Bending S~ss Results ( k-ft) Segment length Span# in Span Mu: Max Phi*Mnx Stress Ratio ... MAXimum Bending Envelope Span# 1 5.200 0.14 9.95 0.01 .. +1.40D+1.60H Span# 1 5.200 0.14 9.95 0.01 ... +1.200+1.60H Span# 1 5.200 0.14 9.95 0.01 +1.245D+1.60H .. Span# 1 5.200 0.14 9.95 0.01 +0.90D+0.90H -Span# 1 5.200 0.08 9.95 0.01 +0.8548D+0.90H Span# 1 1 5.200 0.08 9.95 0.01 .. Overall Maximum Deflections -Unfactored Loads .. Load Combination Span Max.·-· Defl Location in Span Load Combination Max."+" Defl Location in Span Span 1 0.0692 0.000 0.0000 0.000 .. Detailed Shear lnformar,on .. 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) Re(/d Suggest +-1.400+1.60H 0.00 9.69 -- 0.05 0.05 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 0.07 9.69 0.14 0.14 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 0.13 9.69 0.22 0.22 0.01 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.20 9.69 0.31 0.31 0.03 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.27 9.69 0.40 0.40 0.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 0.33 9.69 0.48 0.48 0.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.40D+1.60H 0.40 9.69 0.57 0.57 0.10 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 0.47 9.69 0.66 0.66 0.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 0.53 9.69 -0.17 0.17 3.18 0.65 9.69 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.90D+0.90H 0.60 9.69 -0.10 0.10 1.80 0.69 9.73 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.20D+1.60H 0.67 9.69 0.10 0.10 3.18 0.37 9.43 Vu < PhiVc/2 NotReqd 0.00 0.00 +1.20D+1.60H 0.73 9.69 0.18 0.18 3.18 0.69 9.73 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.20D+1.60H 0.80 9.69 0.26 0.26 3.17 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+1.60H 0.87 9.69 0.30 0.30 3.15 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.20D+1.60H 0.93 9.69 0.29 0.29 3.13 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.00 9.69 0.29 0.29 3.12 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 .. +1.20D+1.60H 1.07 9.69 0.28 0.28 3.10 1.00 10.03 Vu< PhlVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 1.13 9.69 0.27 0.27 3 08 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.20 9.69 0.26 0.26 3.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.27 9.69 0.25 0.25 3.06 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.200+1.60H 1.33 9.69 0.25 0.25 3.04 0.97 10.00 Vu < PhiVc/2 Not Reqd 0.00 000 ... +1.20D+1.60H 1.40 9.69 0.24 0.24 3.03 0.94 9.98 Vu< PhiVC/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.47 9.69 0.23 0.23 302 0.91 9.95 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. + 1.20D+1.60H 1.53 9.69 0.22 0.22 3.00 0.88 9.92 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.60 9.69 0.21 0.21 2.99 0.85 9.89 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 1.67 9.69 0.20 0.20 2.98 0.82 9.86 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 1.73 9.69 0.20 0.20 2.97 0.79 9.83 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.20D+1.60H 1.80 9.69 0.19 0.19 2.96 0.76 9.80 Vu < PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+1.60H 1.87 9.69 0.18 0.18 2.95 0.72 9.77 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 1.93 9.69 0.17 0.17 2.94 0.69 9.73 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.200+1.60H 2.00 9.69 0.16 0.16 2.94 0.65 9.70 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.20D+1.60H 2.07 9.69 0.15 0.15 2.93 0.62 9.67 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.20D+1.60H 2.13 9.69 0.14 0.14 2.92 0.58 9.63 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.20 9.69 0.13 0.13 2.92 0.55 9.60 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.20D+1.60H 2.27 9.69 0.12 0.12 2.91 0.51 9.56 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+1.60H 2.33 9.69 0.11 0.11 2.91 0.47 9.53 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 2.40 9.69 0.11 0.11 2.90 0.44 9.49 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 2.47 9.69 0.10 0.10 2.90 0.40 9.46 Vu< PhiVc/2 Not Reqd Page t2a) 0.00 -+1.200+ 1.60H 2.53 9.69 0.09 0.09 2.90 0.36 9.42 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... ~ ~ ... ... ---.. -----. File = R:lprojects\17\17058--1\2-CAL0-1\17Q58..~2.EC6 Beam on Elastic Foundation ENERCALC, INC. 1983-2017, Bulld:10.17.1210, Ver:10.17.1210 ... I • It I Description : Wal\ R2B3 & R284 ftg (no seismic) ... Detailed Shear Information ... Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi"Vc Comment Phi*Vs Spacing (in) ... Load Combination Number (ft) (m) Actual Design (k-ft) (kl (k) Req'd Suggest + 1.200+ 1.60H 2.60 9.69 0.08 0.08 2.89 0.32 9.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 +l20D+1.60H 2.67 9.69 0.07 O.ol 2.89 0.28 9.35 Vu < PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 2.73 9.69 006 0.06 2.89 0.25 9.31 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.2450+1.60H 2.80 9.69 0.05 0.05 2.92 0.21 9.27 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 2.87 9.69 0.04 0.04 3.01 0.17 9.24 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.40D+1.60H 2.93 9.69 0.04 0.04 3.01 0.15 9.22 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.400+1.60H 3.00 9.69 0.03 O.Q3 301 0.12 9.20 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.40D+1.60H 3.07 9.69 003 0.03 3.01 0.10 9.17 Vu< Ph1Vc/2 Not Reqd 0.00 0.00 <-0.90D<-0.90H 3.13 9.69 0.02 0.02 1.76 0.15 9.21 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... <-0.90D<-0.90H 3.20 9.69 0.02 0.02 1.76 0.13 9.20 Vu< PhiVc/2 Not Reqd 0.00 0.00 <-0.90D<-0.90H 3.27 9.69 0.02 0.02 1.76 0.12 9.19 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... + 1.200+ 1.60H 3.33 9.69 -0.02 0.02 2.91 0.10 9.17 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 3.40 9.69 -0.03 O.Q3 2.91 0.14 9.21 Vu< PhiVc/2 Not Reqd 0.00 0.00 "" +1.200+ 1.60H 3.47 9.69 -0.04 0.04 2.92 0.17 9.24 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 3.53 9.69 -0.05 0.05 2.92 0.21 9.28 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 3.60 9.69 -0.06 0.06 2.93 0.25 9.31 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+ 1.60H 9.35 Vu< PhiVc/2 NotReqd 0.00 0.00 ... 3.67 9.69 -0.07 0.07 2.94 0.28 ' +1.20D+1.60H 3.73 9.69 -0.08 0.08 2.94 0.32 9.38 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 3.80 9.69 -0.09 0.09 2.95 0.35 9.41 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+ 1.60H 3.87 9.69 -0.10 0.10 2.96 0.39 9.45 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.200+1.60H 3.93 9.69 -0.10 0.10 2.97 0.42 9.48 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.200+1.60H 4.00 9.69 -0.11 0.11 2.98 0.45 9.51 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.200+1.60H 4.07 9.69 -0.12 0.12 2.99 0.49 9.54 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.20D+1.60H 4.13 9.69 -0.13 0.13 3.00 0.52 9.57 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.200+1.60H 4.20 9.69 -0.14 0.14 3.02 0.55 9.60 Vu< Ph1Vc/2 Not Reqd 0.00 0.00 +1.200+1.60H 4.27 9.69 -0.15 0.15 3.03 0.58 9.63 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 4.33 9.69 -0.16 0.16 3.04 0.61 9.66 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.40 9.69 -0.16 0.16 3.06 0.64 9.69 Vu < PhiVc/2 Not Reqd 0.00 0.00 ... +1.200+ 1.60H 4.47 9.69 -0.17 0.17 3.07 0.67 9.72 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1.60H 4.53 9.69 -0.18 0.18 3.09 0.70 9.74 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.60 9.69 -0.19 0.19 3.10 0.72 9.77 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.67 9.69 -0.19 0.19 3.12 0.75 9.79 Vu< Ph1Vc/2 Not Reqd 0.00 0.00 ... +1.200+1.60H 4.73 9.69 -0.20 0.20 3.13 0.78 9.82 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... + 1.200+ 1.60H 4.80 9.69 -0.21 0.21 3.15 0.80 9.84 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.87 9.69 -0.17 0.17 3.17 0.65 9.70 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.200+ 1.60H 4.93 9.69 -0.09 0.09 3.18 0.34 9.40 Vu < PhiVc/2 Not Reqd 0.00 0.00 <-0.90D<-0.90H 5.00 9.69 0.11 0.11 1.80 0.75 9.79 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.40D+1.60H 5.07 9.69 0.18 0.18 3.19 0.68 9.73 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.40D+1.60H 5.13 9.69 0.27 0.27 3.18 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... + 1.400+ 1.60H 5.20 9.69 -0.56 0.56 0.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.400+1.60H 5.27 9.69 -0.47 0.47 0.10 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.40D+1.60H 5.33 9.69 -0.39 0.39 O.ol 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.400+1.60H 5.40 9.69 -0.30 0.30 0.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... + 1.400+ 1.60H 5.47 9.69 -0.21 0.21 0.03 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 ... +1.400+1.60H 5.53 9.69 -0.13 0.13 O.o1 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.400+ 1.60H 5.60 9.69 -0.04 0.04 0.00 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... ... ... ... Page 129 ... ... --------------------------------------------Beam on Elastic Foundation File= R:~ts\17\17Q58.-1\2-CAL0-1\17Q58.-2.EC6 ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver.10.17.12.10 ····· .. Description : Wall R2B3 & R2B4 fig (with 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 fr=fc *7.50 l.jJ Density = 11. Lt Wt Factor = Elastic Modulus 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.0 ksi d> Phi Values Flexure : Shear : = 0.90 0.750 0.850 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, D(0.654) 40.0 ksi = 29,000.0 ksi # 3 2 H (0.845_} D(0.654) r------........1.2'.:.-x-1-2~"-h~---------< Span=5.667 ft Cross Section & Reinforcing Details Rectangular Section, Width= 12.0 in, Height= 12.0 in Span #1 Reinforcing .... • • 1-#5 at 2.310 in from Top, from 0.0 to 5.667 ft in this span 1-#4 at 3.250 in from Bottom, from 0.0 to 5.667 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self wei!'.jht calculated and added to loads Load for Span Number 1 Moment : E = -0. 7760, H = -2.083 k-ft, Location = 0.50 ft from left end of this span Moment : E = -0.480, H = 2.083 k-ft, Location = 5.167 ft from left end of this span Uniform Load : H = 0.8450 kif!, Extent = 0.8330 -» 4.833 ft, Tributary Width = 1.0 ft Point Load : D = 0.6540 k @ 0.50 ft Point Load : D = 0.6540 k @ 5.167 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 0.257: 1 Typical Section -3.923 k-ft 15 295 k-ft +1.245D+E+160H 0.533 ft Span# 1 1.162 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 0.081 in -0 013 in Design OK Page 130 - Beam on Elastic Foundation File= R:\projects\17117058--1\2-CALC-1\17058--2.EC6 -I. ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 1.111 Description : Wall R283 & R284 ftg (with seismic) .. Load Combination Location (ft) Bending Stress Results ( k-ft ) -Segment Length Span# in Span Mu: Max Phi*Mnx Stress Ratio MAXimum Bending Envelope Span# 1 5.200 0.14 9.95 0.01 +1.40D+t60H Span# 1 5.200 0.14 9.95 0.01 +1.200+1.60H Span# 1 5.200 0.14 9.95 0.01 +1.245D+E+1.60H Span# 1 5.200 0.11 9.95 0.01 ··~ +-0.90D+-0.90H Span# 1 5.200 0.08 9.95 0.01 • +-0.8548D+E+-0.90H Span# 1 5.200 0.06 9.95 0.01 • Overall Maximum Deflections -Unfactored Loads Load Combination Span Max.·-· Defl Location in Span Load Combination Max."+" Defl Location in Span --------- Span 1 0.0807 0.000 0.0000 0.000 ·~ Detailed Shear Information ---------- Span Distance 'd' Vu (k) Mu d"Vu/Mu Phi*Vc Commeot Phi*Vs Spacing (in) • Load Combination Number (fl) (in) Actual Design (k-fl) (k) (kl Req'd Suggest ------+1.245D+E+1.60H ____ -0.00 9.69 0.06 0.06 0.00 100 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 . ~ +1.245D+E+1.60H O.o? 9.69 0.16 0.16 0.00 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.13 9.69 0.26 0.26 0.01 1.00 10.03 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.245D+E+1.60H 0.20 9.69 0.36 0.36 0.03 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.27 9.69 0.45 0.45 0.05 100 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ,. +1.245D+E+1.60H 0.33 9.69 0.55 0.55 0.08 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.40 9.69 0.65 0.65 0.12 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+1.60H 0.47 9.69 0.75 0.75 0.16 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.40D+ 1.60H 0.53 9.69 -0.17 0.17 3.18 0.65 9.69 Vu< PhiVc/2 Not Reqd 0.00 0.00 ·• + 1.245D+E+1.60H 0.60 9.69 0.13 0.13 3.92 0.39 9.45 Vu < PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+1.60H Vu< PhiVc/2 0.00 0.00 • 0.67 9.69 0.22 0.22 3.91 0.68 9.73 Not Reqd +1.245D+E+ 1.60H 0.73 9.69 0.32 0.32 3.90 0.98 10.01 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+1.245D+E+1.60H 0.80 9.69 0.41 0.41 3.88 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 0.87 9.69 0.46 0.46 3.85 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+ 1.60H 0.93 9.69 0.46 0.46 3.82 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.00 9.69 0.47 0.47 3.80 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+1.245D+E+1.60H 1.07 9.69 0.47 0.47 3.77 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.13 9.69 0.47 0.47 3.74 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.20 9.69 0.47 0.47 3.71 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.27 9.69 0.47 0.47 3.68 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 ,_ +1.245D+E+1.60H 1.33 9.69 0.48 0.48 3.66 1.00 1003 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.40 9.69 0.48 0.48 3.63 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.47 9.69 0.48 0.48 360 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.53 9.69 0.47 0.47 3.57 1.00 1003 Vu < PhiVc/2 Not Reqd 0.00 0.00 ·• +1.245D+E+1.60H 1.60 9.69 0.47 0.47 3.54 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H Vu< PhiVc/2 0.00 0.00 • 1.67 9.69 0.47 0.47 351 1.00 10.03 Not Reqd +1.245D+E+1.60H 1.73 9.69 0.47 0.47 3.49 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.245D+E+1.60H 1.80 9.69 0.47 0.47 3.46 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 1.87 9.69 0.46 0.46 3.43 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.245D+E+ 1.60H 1.93 9.69 0.46 0.46 3.40 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+ 1.60H 2.00 9.69 0.46 0.46 3.38 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 -+1.245D+E+1.60H 2.o? 9.69 0.45 0.45 3.35 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.13 9.69 0.45 0.45 3.32 1.00 1003 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.20 9.69 0.44 0.44 3.29 1.00 1003 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.27 9.69 0.44 0.44 3.27 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.33 9.69 0.43 0.43 3.24 1.00 1003 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.40 9.69 0.43 0.43 3.22 100 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.47 9.69 0.42 0.42 3.19 100 10.03 Vu < PhiVc/2 Not Reqd Page tatl 0.00 +1.245D+E+1.60H 2.53 9.69 0.41 0.41 3.17 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 - • .. .. .. ... ----- Beam on Elastic Foundation FIie = R:\projects\ 17\17058--1\2·CAL0-1\17Q58.-2.EC6 .. ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10 1,111 .. Description : Wall R2B3 & R2B4 ftg (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-2.60 9.69 0.41 0.41 3.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.245D<£+1.60H 2.67 9.69 0.40 0.40 3.12 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.245D+E+1.60H 2.73 9.69 0.39 0.39 3.10 1.00 10.03 Vu< PhiVc/2 Nol Reqd 0.00 0.00 ... +1.245D+E+t60H 0.38 3.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 2.80 9.69 0.38 +1.245D+E+1.60H 2.87 9.69 0.37 0.37 3.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.245D<£+1.60H 2.93 9.69 0.36 0.36 3.03 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.245D<£+1.60H 3.00 9.69 0.35 0.35 3.01 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 3.07 9.69 0.35 0.35 1.80 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 3.13 9.69 0.34 0.34 1.78 1.00 10.03 Vu< PhiVc/2 Nol Reqd 0.00 0.00 .. +0.8548D<£+0.90H 3.20 9.69 0.34 0.34 1.76 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +0.8548D<£+0.90H 3.27 9.69 0.34 0.34 1.74 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 3.33 9.69 0.33 0.33 1.72 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 .. +0.8548D<£+0.90H 3.40 9.69 0.32 0.32 1.70 1.00 10.03 Vu< PhiVd2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 3.47 9.69 0.32 0.32 1.68 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +0.8548D<£+0.90H 3.53 9.69 0.31 0.31 1.66 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 +0.8548D<£+0.90H 3.60 9.69 0.31 0.31 1.64 1.00 10.03 Vu< PhiVc/2 NotReqd 0.00 0.00 .. +0.8548D<£+0.90H 3.67 9.69 0.30 0.30 1.62 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 3.73 9.69 0.29 0.29 1.60 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +0.8548D<£+0.90H 0.28 1.59 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 3.80 9.69 0.28 +0.8548D<£+0.90H 3.87 9.69 0.28 0.28 1.57 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +0.8548D<£+0.90H 3.93 9.69 0.27 0.27 1.55 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 ... +0.8548D<£+0.90H 4.00 9.69 0.26 0.26 1.54 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 4.07 9.69 0.25 0.25 1.52 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 4.13 9.69 0.24 0.24 I.SI 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 ... +0.8548D<£+0.90H 4.20 9.69 0.23 0.23 1.49 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 1111 +0.8548D<£+0.90H 4.27 9.69 0.22 0.22 1.48 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 4.33 9.69 0.21 0.21 1.47 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +0.8548D<£+0.90H 4.40 9.69 0.20 0.20 1.46 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 4.47 9.69 0.19 0.19 1.44 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +0.8548D<£+0.90H 4.53 9.69 0.18 0.18 1.43 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.60 9.69 -0.19 0.19 3.10 0.72 9.77 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +1.20D+1_60H 4.67 9.69 -0.19 0.19 3.12 0.75 9.79 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.73 9.69 -0.20 0.20 3.13 0.78 9.82 Vu< PhiVc/2 Not Reqd 0.00 0.00 ""' +1.20D+1.60H 4.80 9.69 -0.21 0.21 3.15 0.80 9.84 Vu< PhiVc/2 Not Reqd 0.00 0.00 +1.20D+1.60H 4.87 9.69 -0.17 0.17 3.17 0.65 9.70 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +0.8548D+E+0.90H 4.93 9.69 0.18 0.18 1.38 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 ... +0.8548D+E+0.90H 5.00 9.69 0.22 0.22 1.37 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 5.07 9.69 0.26 0.26 1.35 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 +0.8548D<£+0.90H 5.13 9.69 0.30 0.30 1.34 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 5.20 9.69 -0.56 0.56 0.14 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 -+1.40D+1.60H 5.27 9.69 -0.47 0.47 0.10 1.00 10.03 Vu< PhiVc/2 Nol Reqd 0.00 0.00 +1.40D+1.60H 5.33 9.69 -0.39 0.39 0.07 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. +1.40D+1.60H 5.40 9.69 -0.30 0.30 0.05 1.00 10.03 Vu< PhiVc/2 Not Reqd 0.00 0.00 + 1.40D+ 1.60H 5.47 9.69 -0.21 0.21 O.Q3 1.00 1003 Vu< PhiVc/2 Not Reqd 0.00 0.00 .. + 1.40D+ 1.60H 5.53 9.69 -0.13 0.13 0.01 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.40D+1.60H 5.60 9.69 -0.04 0.04 0.00 1.00 10.03 Vu < PhiVc/2 Not Reqd 0.00 0.00 .. "" ""' ... Page 132 "" .. Title BressJ Ranch Page: 1 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H -6.83' 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--06067966 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 lc,c.r.it.er.ia _________ ... i Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.67 ft 0.17 ft 0.00 24.00 in 0.0 ft I Surcharge Loads I Surcharge Over Heel a.a psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem 1 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 36.0 in • 4.01 OK 1.69 OK 5,806 lbs 8.12 in Soil Pressure@ Toe 1,723 psf OK Soil Pressure @ Heel 297 psf OK Allowable 3,925 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,412 psf ACI Factored@ Heel 416 psf Footing Shear@ Toe Footing Shear@ Heel Allowable = Sliding Cales Lateral Sliding Force less 100°/o Passive Force = less 1 OOo/o Friction Force = Added Force Req'd ... .for 1.5 Stability 6.1 psi OK 1.8 psi OK 82.2 psi 2,044.4 lbs 1,434.4 lbs 2,014.7 lbs 0.0 lbs OK 0.0 lbs OK Allow Soil Bearing 3,925.0 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 300.0 psi/ft 130.00 pct 130.00 pct 0.350 for passive pressure 12.00 in Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Stem Construction --) Design Height Above Ft11 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 = Moment. ..• Actual Service Level ft-#= Strength Level ft-#= Moment .... Allowable ft-#= Service Level psi = Strength Level psi = Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy psi= in2 = in= psi= psi= 2nd Stem OK 2.00 Masonry LRFD 8.00 # 4 24.00 Edge 0.583 717.7 1,329.5 2,300.0 7.8 90.0 91.50 5.25 Bottom Stem OK 0.00 Masonry LRFD 8.00 # 6 16.00 Edge 0.554 2,015.2 3,890.5 7,115.6 22.0 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 . ... --1 • • Page 133 ... ... ... ... ... -... ... ... ~ ... ... ... ... ... ... ... ... ... ... ... - - ... ... .. -.. -.. -.. -.. Title Br8S~ Ranch Page: 2 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H • 6.83' 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 . I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.50 ft --~ 5.75 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 • Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results I Il1ll 1:1.w Factored Pressure 2,412 416 psf Mu' : Upward 294 9,936 ft-# Mu': Downward 112 14,257 ft-# Mu: Design 182 4,321 ft-# Actual 1-Way Shear 6.1 O 1.80 psi Allow1-WayShear 82.16 82.16psi Toe Reinforcing # 6@ 16.00 in Heel Reinforcing # 6@ 16.00 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 1.66 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in '"" Summa of Overturn in & Resistin 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 1,254.2 790.2 2,044.4 Vertical Loads used for Soil Pressure = 2.64 1.29 8.25 0.T.M. 3,310.7 1,019.3 4,330.0 4.01 5,806.2 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 Moment lbs ft ft-# 3,973.6 3.46 13,742.1 2.17 50.0 2.17 -108.3 130.0 0.25 32.5 574.5 0.83 478.7 1,078.1 2.88 3,099.6 0.50 Total= 5,756.2 lbs R.M.= 17,352.9 * 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 Peflectioa 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 0.057 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 134 Title Bres~ Ranch Page: 3 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H • 6.83' 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. DESIGNER NOTES: 6.83' Design Height, 5' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 135 ... ... ... ... ... ... ... ... ... ... ... ... ... ... -.. .. .. -.. -.. ... .. .. ... .. --.. ... ... .. ... .. .. ... ... Title Bres~ Ranch Page: 4 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description ... Wall 1 H -6.83' 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 . 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 #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 stern 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 in21ft 0.5129 in21ft Page 136 Title Bressi Ranch Job# : · Dsgnr: JWS Page: 5 Date: 7 JUN 2017 Description ... Wall 1 H -6.83' 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. 2'-0" 8" w/#4@24" Solid Grout Solid Grout #6@16.in @Toe #6@16" @Heel Cantilevered Retaining Wall 5· 5"-3" 5"-9" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" 6"-8" 6'-10" 2"-0" 3" Page 137 ... ... "'I ... ... .. ... ... ... .. ... ... Title Bressj Ranch Page : 6 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 H -6.83' 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 . 90.00p~L=O ,LL=5 0#, Ecc=36• (SeN1ce-Leve!t-- Pp= 1434.38# Fi .._ .._ 00 00 0. 0. ,.._ cr, CO CCI N CD N cr, ,.._ N Code: CBC 2016,ACI 318-14,ACI 530-13 ! 2044# Adj Ftg Load =6000# Ecc.=o· from CL Page 138 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H -6.83' This Wall in File: R:lprojects\17117058 -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. Wall Masonry 210.0 lbs 0.0 lbs I 420.01bs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 630.0 lbs 1,050.0 lbs 1,470.0 lbs 1,890.0 lbs 840.0 lbs 1,260.0 lbs 1,680.0 lbs Page 139 Title Bress! Ranch Page: 8 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 H -6.83' 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 LlcenH : 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-# 790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# 1,580.0 ft-# 3,160.0 ft-# 4,740.0 ft-# 6,320.0 ft-# Page 140 Title Bressi Ranch Page : 1 Job # : · Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -6.83' -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 LicenH: KW-06057955 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 c_ri.te•r•i•a __________ _.1 Soil Data ) Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.67ft 0.17 ft 0.00 24.00 in 0.0ft Allow Soil Bearing 5,233.0 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 pct 130.00 pct 0.350 12.00 in • I Surcharge Loads • Lateral Load Applied to Stem I 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 Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • Earth Pressure Seismic Load ) Method : Triangular Lateral Load 90.0 #/ft Adjacent Footing Load ... Height to Top 6.83 ft Footing Width ... Height to Bottom 5.83 ft Eccentricity Load Type Wind CN) Wall to Ftg CL Dist (Service Level) Footing Type Base Above/Below Soil Wind on Exposed Stem = o.o psf at Back of Wall (Service Level) Poisson's Ratio Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 173.250 psf Total Service-Level Seismic Load .... . (Strength) -.s.te•m_W_e.ig11111111h•t •S•e•is•m-ic-L•o•a•d ___ ,., Fp I WP Weight Multiplier 0.226 g Added seismic base force 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2.0 ft 0.300 685.983 lbs 480.188 lbs 90.9 lbs Page 141 I -.. ... ... "" .. ... ... ... ... .. .. .. .. -.. .. ... - - --.. .. .. Title Bressi Ranch Job # : · Dsgnr: JWS Page: 2 Date: 7 JUN 2017 Description .. Wall 1H -6.83' -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 Licen•e : KW-06067966 License To : R2H ENGINEERING INC. Design Summary Wall Stablllty Ratios Overturning Sliding Total Bearing Load . .. resultant ecc. I 2.59 OK 1.27 Ratio < 1.5! 5,756 lbs 12.30 in Soil Pressure@ Toe 2,074 psf OK Soil Pressure @ Heel O psf OK Allowable 5,233 psi Soil Pressure Less Than Allowable ACI Factored @ Toe 2,904 psi ACI Factored @ Heel O psf Footing Shear@ Toe 7.7 psi OK Footing Shear@ Heel 5.6 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 2,705.5 lbs 1,434.4 lbs 2,014.7 lbs 0.0 lbs OK 609.2 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 Fli Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data tb/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 2.00 Masonry LRFD 8.00 # 4 24.00 Edge 0.901 1,138.0 2,072.6 2,300.0 12.4 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 8.00 # 6 16.00 Edge 0.807 2,721.5 5,745.7 7,115.6 29.7 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 7.60 Normal Weight LRFD 7.60 Page 142 Title Bres~ Ranch Page: 3 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -6.83' -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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 0.50 ft 5.25 -5.75 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results 122 Factored Pressure 2,904 Mu' : Upward 352 Mu' : Downward 112 Mu: Design 240 Actual 1-Way Shear = 7. 73 Allow 1-Way Shear 82.16 Toe Reinforcing None Spec'd • lm! O psi 7,344 ft-# 14,257 ft-# 6,913 ft-# 5.60 psi 82.16 psi Heel Reinforcing # 6@ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Min. As 0/o Cover@ Top 3.00 @ Blm.= 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 1.86 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in i Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Seismic Earth Load Seismic Stem Self Wt Total Resisting/Overturning Ratio lbs ft ft-# 1,254.2 2.64 3,310.7 790.2 1.29 1,019.3 90.0 7.58 682.2 480.2 2.64 1,267.5 90.9 4.67 424.4 2,705.5 O.T.M. 6,704.2 Vertical Loads used for Soil Pressure = 2.59 5.756.2 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 Siem Weight(s) Earth @ Stem Transitions= Footing Weigh\ Key Weight Vert. Component = .. ... RESISTING ..... Force Distance lbs ft 3,973.6 3.46 130.0 574.5 1,078.1 0.25 0.83 2.88 0.50 Moment ft-# 13,742.1 32.5 478.7 3,099.6 Total= 5,756.2 lbs R.M.= 17,352.9 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 l Horizontal Peflectjon at Top of wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.069 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 143 ... .. ... ... .. ... ... .. ... ... .. ... ... ... ""I .. ... .. .. -.. ... ... ... ... ... - ... .. ... ""' .. ,.. .. - ... -... ... ... ... Title Bresst Ranch Job # : · Dsgnr: JWS Page: 4 Date: 7 JUN 2017 Description .. Wall 1H -6.83' -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. DESIGNER NOTES: 6.83' Design Height, 5' exposed Flat slope backfill Flat slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 144 Title Bras~ Ranch Page: 5 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1H -6.83' -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-06057956 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 #6 bar extending up into this stem design segment from below= Development length for #4 bar specified in this stem design segment= Development length for #6 bar extending up into this stem design segment from below= Stem Design Segment: Bottom Stem Design Height 0.00 ft above top of footing Lap Splice length for #4 bar extending down into this stem design segment from above= Lap Splice length for #6 bar specified in this stem design segment= Development length for #4 bar extending down into this stem design segment from above = Development length for #6 bar specified in this stem design segment= Hooked embedment length into footing for #6 bar specified in this stem design segment = As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 20.00 in 30.00 in 12.00 in 19.01 in 20.00 in 30.00 in 12.00 in 19.01 in 7.67 in 0.3300 in2/ft 0.7575 in2/ft Page 145 ... ... ... ... .. ... ... ... ... ... ... ... ... ... -.... ... ... ... ... "" ... Title Bress! Ranch Page : 6 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -6.83' -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. 2'-0" 8" w/ #4@24" Solid Grout Solid Grout #6@16"' @Heel Cantilevered Retaining Wall • • 5'-9" Code: CBC 2016,ACI 318-14,ACI 530-13 4'-10" 6'-8" 6'-10· 2'-0" 1'-3" Page 146 Title Bressl Ranch Job # : · Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H -6.83' -Seismic This Wall in File: R:lprojects\17117058 -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. 90.00psf (Service-Level- Pp= 1434.38# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 i 2134# Adj Ftg Load =6000# Ecc.=-0" from CL 480# 91# • Seismic lateral earth pressure • Seismic due to stem self weight Page 147 Title Bress, Ranch Page : 8 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 H -6.83' -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. Wall Masonry 270.0 lbs o.o lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 540.0 lbs 810.0 lbs 1,350.0 lbs 1,890.0 lbs 2,430.0 lbs I 1,080.0 lbs 1,620.0 lbs I 2,160.0 lbs ,,_~~ ..... :,,-~~"""V~~~-~~~~--~~~~~-~~-- Page 148 Title Bressi Ranch Job# : · Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 1H -6.83' -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 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# o.o ft-# 1.sao.o ft-# 3.160.0 ft-# I 4,740.0 ft-# 6,320.0 ft-# Page 149 .. ""' .. "" .. .. .. .. ,. .. .. .. .. .. .. ... .. .. .. - ""' - ""' .. .. .. ""' .. ... .. ""' Title Bres~ Ranch Job # : , Dsgnr: JWS Page: 1 Date: 7 JUN 2017 Description .... Wall 1 H -8.83' 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-06057966 License To: R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 --.c.r ... it .. e.ria __ -_-·::::-_-_-_-__ ..... I Soil Data -) Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8,67ft 0, 17ft 0,00 24.00 in 0.0 ft Allow Soil Bearing 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psflft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 300,0 psi/ft 130.00 pct 130.00 pct 0.350 12.00 in I • l Surcharge Loads -I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel a.a psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Ove_rt_u_m_in_-gc_ ___ _ I Axial Load Applied to Stem I 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 36.0 in I 5.34 OK 1,59 DK 12,421 lbs 4.66 in Soil Pressure@ Toe 1,931 psf OK Soil Pressure @ Heel 1,080 psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,704 psf ACI Factored @ Heel 1,512 psf Footing Shear@ Toe 7.3 psi OK Footing Shear@ Heel 20.6 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 1 OOo/o Friction Force = Added Force Req'd .. .for 1.5 Stability 3,634.6 lbs 1,434.4 lbs 4,329.8 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 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 8,83 ft 7,83 ft Load Type Wind on Exposed Stem = (Service Level) Wind (:N) (Service Level) o.o psi Stem Construction I 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 lbs= Strength Level lbs = Momenl ..• Actual Service Level ft-#= Strength Level ft-#= Moment. .... Allowable ft-#= Service Level psi = Strength Level Shear,,,, ,Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= in2 = in= psi= psi= psi= 2nd Stem OK 2.67 Masonry LRFD 8.00 # 5 16.00 Edge 0.635 1,557.8 3,240.2 5,155.0 17.0 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 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 Masonry LRFD 12.00 # 5 8.00 Edge 0.619 4,221,5 10,694.2 17,481.1 30.3 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= 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2,0 ft 0,300 Page 150 I Title Bras~ Ranch Page: 2 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H • 8.83' 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-06067966 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,AC\ 530-13 License To : R2H ENGINEERING INC. Footing Dimensions & Strengths-) Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 0.50 ft 7.75 8.25 15.00 in o.oo in o.oo in 0.50 ft 60,000 psi 150.00 pct 0.0018 ~Footing Design Results ... I Ill!! ~ Factored Pressure 2,704 1,512 psf Mu': Upward 335 41,847 ft-# Mu': Downward 134 38,600 fl-# Mu: Design 201 -3,247 fl-# Actual 1-Way Shear 7.34 20.64 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7 @ 16.00 in Heel Reinforcing # 5 @ 8.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*1ambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 2.67 in2 0.32 in2 1ft 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 If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in j Summa of Overturnin & Resistin 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 = 1,968.1 1,576.5 90.0 3.31 2.14 9.58 6,507.9 3,380.1 862.2 Total 3,634.6 O.T,M. 10,750.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 5.34 12,420.9 lbs ..... RESISTING .... , Force Distance lbs ft Soil Over Heel 7,607.9 4.88 Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load 1,952.7 6.54 Axial Dead Load on Stem= 2.00 * Axial Live Load on Stem 50.0 2.00 Soil Over Toe 130.0 0.25 Surcharge Over Toe Stem Weight(s) 873.4 0.90 Earth @ Stem Transitions= 260.0 1.33 Footing Weigh1 1,546.9 4.13 Key Weight 0.50 Vert. Component Moment ft-# 37,088.6 12,772.4 -100.0 32.5 787.0 346.7 6,380.9 Total= 12,370.9 lbs R.M.= 57,408.0 * Axial live load NOT included in total displayed! or used for overturning resistance, but is included for soil pressure ca culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.057 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 151 "" ... ... ... .. "'I "" "" "'I ... "" - "" "" - "'I - ""! ... ... ... ... ... ... ... ... ... ... "" ... ... ... ... ... ... "" .. "" ... ... ... ... ... ... ... Title Brass; Ranch Page: 3 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description ... Wall 1 H -8.83' 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. DESIGNER NOTES: 8.83' Design Height, 7' exposed Flat slope backfill Flat slope at front Seismic NOT included Loads from Fence on top of wall loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 152 Title Bress;I Ranch Page: 4 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H • 8.83" 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 Licenae : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment 2nd Stem Design Height: 2.67 fl above top of footing Lap Splice length for #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 fl 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 25.00 in 25.00 in 13.54 in 13.54 in 25.00 in 25.00 in 13.54 in 13.54 in 6.39 in 0.4650 in2/ft 0.8095 in2/ft Page 153 ... ... ""! ... ""! ... ""! ... ... ... ... ... .. "Ill .. ""! ... ... ... ... ... Title Bressl Ranch Job # : · Dsgnr: JWS Page : 5 Date: 7 JUN 2017 Description .... Wall 1 H • 8.83' This Wall in File: R:lprojects\17117058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC. 8" w/ #5@ 16" Solid Grout 12" w/ #5@ 8" r out 2'-0"L_ #7(@16.in @T oe #5@8 " @Heel Cantilevered Retaining Wall ~~f-----T-_9" : I C 8'-3" J Code: CBC 2016,ACI 318-14,ACI 530-13 6'-2" 8'-8" 8'-10" Page 154 Title Bressi Ranch Page : 6 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 H • 8.83' 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. Pp= 1434.38# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 i Adj Ftg Load =6000# Ecc.=o-from CL 3635# Page 155 Title Bressj Ranch Job # : Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H • 8.83' 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. Masonry 450.0 lbs 0.0 lbs 900.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,350.0 lbs 2,250.0 lbs 3,150.0 lbs 4,050.0 lbs I 1,8QO.O lbs I 2,700.0 lbs 3,600.0 lbs ' ,----1---• ·---t----1'--------·+----1-----11----. t----•- Page 156 Title Bress! Ranch Job # : Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... Wall 1 H -8.83' 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 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 1,940.0 ft-# 5,820.0 ft-# 9,700.0 ft-# 13,580.0 ft-# 17,460.0 ft-# 0.0 ft-# 3,880.0 ft-# 7,760.0 ft-# 11,640.0 ft-# 15,520.0 ft-# Page 157 --... -- ---... -... ... --... -... .. ... - ... ... --... ... .. Title Brass; Ranch Page: 1 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H. 8.83'. 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 • Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I c.ri.te;.;r.ia.., __________ )1 'Soil Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8.67 ft 0.17 ft 0.00 24.00 in 0.0 ft Allow Soil Bearing = 5,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footin9l1S0i1 Friction Soil height to ignore for passive pressure 300.0 psi/ft 130.00 pct 130.00 pct 0.350 12.00 in I • , .;S;.;,u.r.c•h•a;,.:rg•e•L•o•ad;.;,s.., _____ _.I I Lateral Load Applied to Stem • 'Adjacent Footing Load - Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe O. O 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 36.0 in 1 Earth Pressure Seismic Load-I Method : Triangular Load at bottom of Triangular Distribution . (Slrength) Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 8.83 ft 7.83 ft Wind (!IV) (Service Level) 0.0 psi Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 215.250 psi Total Strength-Level Seismic Load. Total Service-Level Seismic Load .. I .s.te.m_w_e.ig·h·t·S·e·i·s·m·i·c·L·o·a·d __ ... Fp I WP Weight Mulliplier 0.226 g Added seismic base force 3,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2.0 ft 0.300 1,067.640 lbs 747.348 lbs 138.2 lbs Page 158 • Title Bres~ Ranch Page: 2 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H • 8.83'. Seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2 -Cares (phase 1 original in SD phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW--06057966 License To : R2H ENGINEERING INC. Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • 4.16 OK 1.45 Ratio < 1.5! 11,445 lbs 9.11 in Soil Pressure@ Toe 2,153 psf OK Soil Pressure@ Heel 621 psf OK Allowable 5,333 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,014 psf ACI Factored @ Heel = 870 psi Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force less 100% Passive Force= less 1 00% Friction Force = Added Force Req'd ... .for 1.5 Stability 8.4 psi OK 8.3 psi OK 82.2 psi 3,731.9 lbs 1,434.4 lbs 3,988.1 lbs 0.0 lbs OK 175.4 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 Design Height Above Ft~ 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= psi= 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 # 5 16.00 Edge 0.839 1,907.6 4,289.3 5,155.0 20.8 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 8.00 Edge 0.720 4,371.4 12,455.9 17.481.1 31.3 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 7.60 11.60 Normal Weight LRFD Page 159 ... ... ... ... ... .. ... ... .. ... .. ... ... ... .. ... ... ... ... ... .. ... .. ... .. ... .. ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... .. ... ... ... ... .. ... ... ... ... ... ... ... .. ... ... Title Bras~ Ranch Page: 3 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 1 H -8.83' -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-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 0.50 ft 7.75 825 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pct 0.0018 • Footing Design Results · -) l2i lllil Factored Pressure 3,014 870 psf Mu' : Upward 371 33,141 ft-# Mu': Downward 134 38,600 ft-# Mu: Design 237 5,459 ft-# Actual 1-Way Shear 8.36 8.30 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing # 5 @ 8.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in 2.67 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 1,968.1 Surcharge over Heer Surcharge Over Toe Adjacent Footing Load 788.3 Added Lateral Load 90.0 Load @ Stem Above Soil = Seismic Earth Load 747.3 Seismic Stem Self Wt 138.2 Total 3,731.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.31 6,507.9 2.14 1,690.1 9.58 862.2 3.31 2,471.2 5.21 719.6 O.T.M. 12,251.0 4.16 11,444.5 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 . .... RESISTING ..... Force Distance lbs ft 7,607.9 4.88 976.4 6.54 2.00 50.0 2.00 130.0 0.25 873.4 0.90 260.0 1.33 1,546.9 4.13 0.50 Moment ft-# 37,088.6 6,386.2 -100.0 32.5 787.0 346.7 6,380.9 Total = 11,394.5 lbs R.M.= 51,021.9 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 0.064 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because \he wall would then tend to rotate in\o the retained soil. Page 160 • Title Bres~ Ranch Job # : · Dsgnr: JWS Page: 4 Date: 7 JUN 2017 Description ... Wall 1 H -8.83' -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. DESIGNER NOTES: 8.83' Design Height, 7' exposed Flat slope backfill Flat slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 161 ... ... ... ... ... ... .. ... ... ... ... ... ... ... ... ... ... 111111 .. ... ... ... ... .. ... ... ... ... ... ... ... ... ... ... .. ... i,,, I'"' ... I'"' ... .. ... ... ... ... ... .. ... Title Bressi Ranch Job# : · Dsgnr: JWS Page: 5 Date: 7 JUN 2017 Description .. Wall 1H -8.83' -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-06067956 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 #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 25.00 in 25.00 in 13.54 in 13.54 in 25.00 in 25.00 in 13.54 in 13.54 in 6.39 in 0.4650 in2/ft 0.9429 in2/ft Page 162 Title BressJ Ranch Page: 6 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -8.83' -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-06067966 License To : R2H ENGINEERING INC. 8" w/ #5@ 16" Solid Grout 12" w/#5@ 8" rout 2'-0"L___ #71@16.in @Toe #5@8" @Heel Cantilevered Retaining Wall ~ .. 1 T-9" I _re---_-8"-3" -=J Code: CBC 2016,ACI 318-14,ACI 530-13 6"-2" 8'-8" 8'-10" 2'-8" Page 163 .. .. ... ... ... .. ... ... ... ... .. ... ... ... ... ... ... ... ... ... ... ... ... ... .. Title Bressl Ranch Job # : · Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H -8.83' -Seismic This Wall in File: R:\projects\17117058 -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. Pp= 1434.38# rii a. 0) q (") L() N Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 -(/) a. "St ~ .... N CD Adj Ftg Losd =3000# Ecc.=0'" from CL i 2846# 747# 138# • Seismic late-al earth p,essure • Seismic due to stem self weight Page 164 Title Bressj Ranch Page: 8 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H. 8.83'. 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. Masonry 440.0 lbs 0.0 lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,320.0 lbs 2,200.0 lbs 3,080.0 lbs 3,960.0 lbs 880.0 lbs 1,760.0 lbs 2,640.0 lbs I 3,520.0 lbs n ..... ~~-=-~~~-~~~~~-~~ ..... :--~~....-.~~~~~~~~-=-~~-t ------· Page 165 Title Bressj Ranch Page : 9 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -8.83' -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 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,940.0 ft-# 5,820.0 ft-# 9,700.0 ft-# 13,580.0 ft-# 17,460.0 ft-# o.o ft-# I 3,sso.o ft-# 1,160.0 ft-# 11,640.0 ft-# 1s.s20.o ft-# I I ----'- Page 166 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 1 Date: 3 APR 2018 Description .... Wall 11 -10.83' 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 Cantilevered Retaining Wall License To : R2H ENGINEERING, INC. Code: CBC 2016,ACI 318-14,ACI 530-13 --.c.r.ite.r.ia _________ .1 I Soil Data :J Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.67 ft 0.17 ft 0.00 7.50 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 .s.u.rc•h•a•r•g•e•L•o•a•d•s _____ ... l [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 ) Axial Dead Load Axial Live Load Axial Load Eccentricity [ Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. o.o lbs 50.0 lbs 36.0 in • 7.37 OK 1.55 OK 22,217 lbs 4.80 in Soil Pressure@ Toe 2,222 psf OK Soil Pressure @ Heel 1,481 psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3, 11 O psf ACI Factored@ Heel 2,074 psf Footing Shear@ Toe Footing Shear @ Heel Allowable Slldlng Cales Lateral Sliding Force 9.9 psi OK 48.5 psi OK 82.2 psi less 100% Passive Force= - less 100% Friction Force = - 5,263.3 lbs 377.3 lbs 7,758.4 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 10.17ft 9.17 ft Load Type Wind 0N) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf 15tem Construction J Design Height Above Ft!J ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 2nd Stem OK 3.33 Masonry LRFD 8.00 # 6 8.00 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 Masonry LRFD 12.00 # 7 8.00 Edge Design Data fb/FB + fa/Fa 0.477 0.697 Total Force@ Section Service Level lbs = Strength Level lbs= 2,747.0 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 ft-#= ft-#= 6,024.5 ft-#= 12,870.0 psi= psi= psi= in2= in= psi= psi= psf = 30.0 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 6,725.3 21,545.9 31,387.5 48.2 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= 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2.0 ft 0.300 Page 167 • .. .. ... .. .. ... ... .. .. .. .. ... .. ... .. ... .. ... .. .. - -... .. Title Bres~ Ranch Page: 2 Job#: Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11-10.83' 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-06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 --- I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000psi Fy = Footing Concrete Density 0_50 ft 11_50 1:1-00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I I2ll !::lw Factored Pressure 3,110 2,074 psf Mu': Upward 387 130,974 ft-# Mu': Downward 81 109,120 ft--# Mu: Design 306 -21,854 ft-# Actual 1-Way Shear 9.90 48.52 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing # 8@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 5.22 in, #5@ 8.09 in, #6@ 11.48 in, #7@ 15.65 in, #8@ 20_61 in, #9@ 26 . 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 3.89 in2 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in 1 Summary of Overturning &Resisting Forces & Moments .. ... OVERTURNING ..... .. ... RESISTING ..... Force Distance Moment Force Distance Item lbs ft ft-# lbs ft Heel Active Pressure 2,841.7 3.97 11,291-1 Soil Over Heel 14,564_6 6.75 Surcharge over Heel Sloped Soil Over Heel Surcharge Over Toe Surcharge Over Heel Adjacent Footing Load 2,331.6 3.13 7,304.6 Adjacent Footing Load 3,919_8 7.92 Added Lateral Load 90.0 10.92 982.8 Axial Dead Load on Stem= 2_00 Load @ Stem Above Soil = • Axial Live Load on Stem 50.0 2.00 Soil Over Toe 40_6 0.25 Surcharge Over Toe Total 5,263.3 O.T.M. 19,578_5 Stem Weight(s) 1,073.7 0.90 Earth @ Stem Transitions= 318.1 1.33 Footing Weighl 2,250.0 6.00 Resisting/Overturning Ratio 7.37 Key Weight 0.50 Vertical Loads used for Soil Pressure = 22,216.7 lbs Vert. Component Moment ft-# 98,310.7 31,028.1 -100.0 10_2 968.6 424.1 13,500_0 Total= 22,166.7 lbs R.M.= 144,241.7 * 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 Peflect;on 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 0.056 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wan would then tend to rotate into the retained soil. Page 168 • Title Bressi Ranch Job#: · Dsgnr: JWS Page: 3 Date: 3 APR 2018 Description .. Wall 11-10.83' 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--06067955 License To : R2H ENGINEERING INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed Flat slope backfill 2:1 slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 169 .. ... .. ... .. .. .. .. ... .. ... .. .. .. ... ... .. ... ... ... ... .. .. .. ... ... .. .. .. .. .. .. ... .. .. ... .. .. ... ... ... ... .. ... .. ... .. ... ... ... ... Title Bressi Ranch Job# : · Dsgnr: JWS Page: 4 Date: 3 APR 2018 Description .. Wall 11-10.83' This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales {phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Bulld 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: 3.33 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #6 bar specified in this stem design segment= Development length for #7 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 #6 bar extending down into this stem design segment from above= Lap Splice length for #7 bar specified in this stem design segment = Development length for #6 bar extending down into this stem design segment from above = Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 30.00 in 35.00 in 19.01 in 25.88 in 30.00 in 35.00 in 19.01 in 25.88 in 8.95 in 0.9000 in2/ft 1.6310 in2/ft Page 170 Title Bres~ Ranch Page: 5 Job # : Dsgnr: JWS Date: 3 APR 2018 Description ... Wall 11-10.83' 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. 8"1 8" w/#6@ 8" Solid Grout 12" w/ #7@. 8" Solid Grouf i<!i)Jgin #8@16" @ Heel ~' Cantilevered Retaining Wall 11"-6" 12"-0" Code: CBC 2016,ACI 318-14,ACI 530-13 ' 7'-6" 0'-8'1 0'-10" 3'-4" ' • _l., 1'-3" : j I 3" Page 171 .. .. "'I ... .. ... """! ... "" ... .. .. "" ... .. "" ... ... ... .. ... Title Bress! Ranch Page : 6 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -10.83' 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. Pp= 377.34#/l ~ -(J) a. a, CC! ..... N N N Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Adj Ftg Lo ad =6000# Ecc.=O'" from CL I 5263# -(J) a. a, ~ ..... CD """ Page 172 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 7 Date: 3 APR 2018 Description .... Wall 11 -10.83' This Wall in File: R:\projects\17117058 -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. Wall Masonry 0.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 2,160.0 lbs 3,600.0 lbs 5,040.0 lbs 6,480.0 lbs 1,440.0 lbs 2,880.0 lbs I 4,320.0 lbs I 5,760.0 lbs ·---+---· .. ---- Page 173 Title Bressj Ranch Page : 8 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11-10.83' This Wall in File: R:lprojects\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 Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 3,490.0 ft-# 10,470.0 ft-# 17,450.0 fl-# 24,430.0 fl-# 31,410.0 ft-# o.o fl-# I 6.9~o.o ft-# I 13,960.0 fl-# I 20,940.0 fl-# I 21,920.0 fl-# I " Page 174 Title Bress/ Ranch Page : 1 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -10.83' -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 C •• ri.te.r.ia _________ J_ I Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.67 ft 0.17 ft 0.00 7.50 in 0.0 ft Allow Soil Bearing 5,333.0 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 I, s.u.r•c•h•a.rg•e•L•o•a•d•s _____ ... , I Lateral Load Applied to Stem :J Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load 90.0 #/ft Adjacent Footing Load 6,000.0 lbs Used To Resist Sliding & Overturning ... Height to Top 10.17 ft Footing Width 3.00 ft Surcharge Over Toe 0.0 psf ... Height to Bottom 9.17 ft Eccentricity 0.00 in Used for Sliding & Overturning Wall to Fig CL Dist 8.50 ft Load Type Wind fYV) ' Axial Load Applied to Stem -s · L I) Footing Type Line Load · ! ( ervice eve Base Above/Below Soil Axial Dead Load 50.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in ["Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution ...... . (Strength) Wind on Exposed Stem = (Service Level) 0.0 psf at Back of Wall ·2-0 ft Poisson's Ratio 0.300 Total Strength-Level Seismic Load .... . 1,408.050 lbs 985.635 lbs 236.250 psf Total Service-Level Seismic Load .... . [ Stem Weight Seismic Load J FP I WP Weight Multiplier 0.226 g Added seismic base force 169.9 lbs Page 175 • ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... """ ... ... Title Bress~ Ranch Page: 2 Job# : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11-10.83'. Seismic This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SO phase 2 in RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. = 5.88 OK 1.27 Ratio < 1.5! 22,217 lbs 7.31 in Soil Pressure@ Toe 2,416 psf OK Soil Pressure @ Heel 1,287 psf OK Allowable 5,333 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,382 psf ACI Factored @ Heel 1,802 psi Footing Shear@ Toe 10.8 psi OK Footing Shear@ Heel 45.9 psi OK Allowable 82.2 psi Sliding Cates Lateral Sliding Force less 100% Passive Force= less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 6,418.8 lbs 377.3 lbs 7,775.9 lbs 0.0 lbs OK 1,475.0 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 I ~ Design Height Above FIE 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 = Moment .•.. Actual ft-#= 2nd Stem OK 3.33 Masonry LRFD 8.00 # 6 8.00 Edge 0.601 3,423.5 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 7 8.00 Edge 0.864 8,096.2 Service Level Strength Level Moment .... Allowable ft-#= 7,626.1 ft-#= 12,870.0 26,495.3 31,387.5 Service Level Strength Level Shear .... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data rm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= psi= in2 = in= psi= psi= = psi= Equiv. Solid Thick. in= Masonry Block Type Masonry Design Method Concrete Data fc psi= Fy psi= 37.4 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 58.0 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 7.60 11.60 Normal Weight LRFD Page 176 Title Bress;i Ranch Page: 3 Job# : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11-10.83' -Seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2 -Cates (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 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 0.50 ft . _ 11 50 12.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I I2l! !:!iii Factored Pressure 3,382 1,802 psf Mu': Upward 420 124,740 ft-# Mu': Downward 81 109,120 ft-# Mu: Design 339 -15,621 ft-# Actual 1-Way Shear 10.85 45.93 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7 @ 16.00 in Heel Reinforcing # B@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As o/o Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 5.80 in, #5@ 8.99 in, #6@ 12.76 in, #7@ 17.39 in, #8@ 22.90 in, #9@ 28. 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@ 7.41 in #5@ 11.48 in #6@ 16.30 in I Summary of Overturning & Resisting Forces & Moments 3.89 in2 0.32 in2 !ft 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 2,841.7 Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load 2,331.6 Added Lateral Load 90.0 Load @ Stem Above Soil = Seismic Earth Load 985.6 Seismic Stem Self wt 169.9 Total 6,418.8 Resisting/Overt.urning Ratio Vertical Loads used for Soil Pressure= 3.97 11.291.1 3.13 7,304.6 10.92 982.8 3.97 3,916.3 6.10 1,036.1 O.T.M. 24.530.8 5.88 22,216.7 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = " Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! Key Weight Vert. Component Force Distance Moment lbs ft ft-# 14.564.6 3.919.8 50.0 40.6 1,073.7 318.1 2.250.0 6.75 7.92 1.00 0.25 0.90 1.33 6.00 0.50 98,310.7 31,028.1 50.0 10.2 968.6 424.1 13.500.0 Total= 22.216.7 lbs R.M.= 144.291.7 lf 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. 1 Tilt-·-1 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 0.061 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend ta rotate into the re1ained soil. Page 177 • .. ... .. ... ... .. .. .. .. .. ... .. ... .. ... ... ... ... .. ... ... ... ... ... .. ... ... .. ... ... .. ... .. ... ... ... ... .. ... ... ... .. - .. .. - ... ... .. ... ... - Title Brass; Ranch Page: 4 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .. Wall 11-10.83' -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-06067965 License To : R2H ENGINEERING INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed Flat slope backfill 2:1 slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 178 Title Bress~ Ranch Page: 5 Job # : Dsgnr: JWS Dale: 3 APR 2018 Description .. Wall 11-10.83' -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~6057965 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 #6 bar specified in this stem design segment= Lap Splice length for #7 bar extending up into this stem design segment from below= Development length for #6 bar specified in this stem design segment= Development length for #7 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 #6 bar extending down into this stem design segment from above = lap Splice length for #7 bar specified in this stem design segment = Development length for #6 bar extending down into this stem design segment from above= Development length for #7 bar specified in this stem design segment= Hooked embedment length into footing for #7 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 30.00 in 35.00 in 19.01 in 25.88 in 30.00 in 35.00 in 19.01 in 25.88 in 8.95 in 0.9000 in2/ft 2.0057 in2/ft Page 179 ... .. ... ... ... ... .. ... ... ... .. ... ... ... ... ... ... ... ... ... Title Bressj Ranch Page : 6 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -10.83' -Seismic This Wall in File: R:\projects\17117058 -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. 8"~ 8" w/#6@ 8" Solid Grout 12" w/ #7~ 8" Solid Grou ~(q)~g-in #8@16" @ Hee l ~ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 10'-8'1 0'-1 O" 3'-4" 1'-3" j 3" 11'-6" 12'-0" Page 180 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 7 Date: 3 APR 2018 Description .... Wall 11-10.83' -Seismic This Wall in File: R:lprojects\17117058 -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. DL=50 .LL=O#, Eco=O" iSeNi~~~,. Pp= Cantilevered Retaining Wall Adj Ftg Load =6000# Ecc.=0• fro m CL - 5263# Code: CBC 2016,ACI 318-14,ACI 530-13 98d# 170# • 8€ismic lataal earth ixes.sure Iii Seismic due to stem self w eight Page 181 Title Bressl Ranch Job # : · Dsgnr: JWS Page : 8 Date: 3 APR 2018 Description .... Wall 11 -10.83' -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. Wall Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 840.0 lbs 2,520.0 lbs 4,200.0 lbs 5,880.0 lbs 7,560.0 lbs I 1,6~0.'0 lbs I 3,3~0.0 lbs ! 5,040.0 lbs 6,720.0 lbs I 0.0 lbs ·•---~1~-·--•----t-- 1---~-1·-------1·~~ ______ .,._ ......... ~~-------·------·------~ ·+-------1---~t------•-------1·------·-t-------+------t ·----·- Page 182 Title Bressj Ranch Page : 9 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -10.83' -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 3,490.0 ft-# 10,470.0 ft-# 17,450.0 ft-# 24,430.0 ft-# 31,410.0 ft-# s.9~o.o ft-# , 13.9ro.o ft-# I 20.9to.o ft-# ! 21.920.0 ft-# Page 183 ,,.. ... .. .. ,,.. ,,.. .... - .. ,,.. .. ,,.. .. - .. - ,,.. -.. .. - .. Title Bres~ Ranch Page: 1 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 11-10.17' 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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. :c ••ri.te.,r.ia __________ _.l ! Soil Data I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.00 ft 0.17 ft 0.00 7.50 in 0.0 ft I Surchargeloads • 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 I Design Summary 0.0 lbs 50.0 lbs 36.0 in • Wall Stability Ratios Overturning Sliding 7.13 OK 1.51 OK Total Bearing Load ... resultant ecc. 19,271 lbs 4.00 in Soil Pressure @ Toe 2,070 psf OK Soil Pressure @ Heel 1,434 psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,898 psi ACI Factored @ Heel 2,007 psf Footing Shear@ Toe 9.1 psi OK Footing Shear@ Heel 41.8 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 4,710.5 lbs 377.3 lbs 6,727.2 lbs 0.0 lbs OK 0.0 lbs OK 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 FootingllSoil Friction Soil height to ignore for passive pressure 300.0 psi/fl 130.00 pct 130.00 pct 0.350 12.00 in ' . ~~='~·<'= _= _=_=_=_=:_=:_=:_=:_=~=-i. --,L•a•t•e.ra.1,.L.o .. a .. d•A•p•p111li•e•d•t•o•S•t•e•m-_.l I Adjace11-t Footing Load Lateral Load ... Height to Top ... Height to Bottom 90.0 #/fl 10.17 ft 9.17 ft Adjacent Footing Load 6,000.0 lbs Footing Width 3.00 ft Eccentricity 0.00 in Load Type Wind (1/11) (Service Level) Wall to Fig CL Dist 8.50 ft Footing Type Line Load Base Above/Below Soil at Back of Wall Poisson's Ratio Wind on Exposed Stem = (Service Level) 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 Momenl ... Actual Service Level Strength Level Moment .... Allowable 0.0 psi • ft= lbs= lbs= ft-#= ft-#= ft-#= Service Level psi = Strength Level psi = Shear ..... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data --- fm psi= Fy psi= 2nd Stem OK 2.67 Masonry LRFD 8.00 # 5 8.00 Edge 0.638 2,736.8 6,057.4 9,634.2 29.9 90.0 91.50 5.25 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 6 8.00 Edge 0.733 5,863.2 17,389.2 24,007.5 42.0 90.0 139.50 9.00 -2.0 ft 0.300 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 12.89 133.0 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= 7.60 11.60 Masonry Block Type Normal Weight Masonry Design Method LRFD Concrete Data fc psi= Fy psi= Page 184 • Title Bressi Ranch Page: 2 Job# : · Dsgnr: JWS Date: 7 JUN 2017 Description ... Wall 11-10.17' 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 I FootingDimensions & Streng"tiif) Toe Width 0.50 ft Heel Width 10.50 _ Total Footing Width 11.00 Footing Thickness Key Width Key Depth Key Distance from Toe re = 3,000 psi Fy = Footing Concrete Density 3.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Footing Design Results I :[Qg 1ml Factored Pressure 2,898 2,007 psf Mu': Upward 361 102,148 ft-# Mu': Downward 81 84,788 ft-# Mu: Design 280 -17,361 fl-# Actual 1-Way Shear 9.14 41.78 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing # 8@ 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@ 5.22 in, #5@ 8.09 in, #6@ 11.48 in, #7@ 15.65 in, #8@ 20.61 in, #9@ 26. 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 Overturning & Resisting Forces & Moments ..... OVERTURNING ..... 3.56 in2 0.32 in2 /fl: 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 fl-# Heel Active Pressure 2,531.3 3.75 9,492.2 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load 2,089.3 2.79 5,822.1 Added Lateral Load 90.0 10.92 982.8 Load @ Stem Above Soil = Total 4,710.5 O.T.M. 16,297.0 Resisting/Overturning Ratio 7.13 Vertical Loads used for Soil Pressure = 19,270.7 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! Key Weight Vert. Component lbs ft fl-# 12,350.0 3,464.8 50.0 40.6 985.1 317.6 2,062.5 6.25 7.58 2.00 2.00 0.25 0.89 1.33 5.50 0.50 77,187.5 26,274.6 -100.0 10.2 880.1 423.5 11,343.8 Total= 19,220.7 lbs R.M.= 116,119.7 * 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 ~:::J Horizontal Peflectjon 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 0.053 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 185 • ... ... .. ""' .... ... .. ... .. ... .. ... .. ... .. ... -... -.. ... ... .. ... ... -.. ... ... ... ... ... ... ,,. .. ,,. ... .. .. .. ... ... .. ... ,,. ... ... .. ... -... .. Title Bras~ Ranch Page: 3 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description ... Wall 11-10.17' This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in ~:~~=~ ~~~!~1-;:;:· 8"11" 11•17·04·04 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. DESIGNER NOTES: 10.17' Design Height, 6' exposed Flat slope backfill 2: 1 slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing Code: CBC 2016,ACI 318-14,ACI 530-13 Page 186 Title Bres~ Ranch Job # : · Dsgnr: JWS Page: 4 Date: 7 JUN 2017 Description .... Wall 11-10.17' 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..06057965 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 #5 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 #5 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 #5 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 #5 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 25.00 in 30.00 in 13.54 in 19.01 in 25.00 in 30.00 in 13.54 in 19.01 in 7.67 in 0.6600 in2/ft 1.3163 in2/ft Page 187 ... .. ... .. ... ... ... ... ... ... ... ... ... .. ... ... ... ... .. ... .. ... ... .. ... ... .. ... Title Bress; Ranch Page : 5 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11 -10.17' 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. a·& 8" w/#5@ 8" Solid Grout 12" w/ #6@ 8" Solid Grout ;,~rin #8@16" @ Heel ~ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 o·-o · 10'-2" 2'-8'' j 3· 10'-6· 11·-o· Page 188 Title Bressj Ranch Page : 6 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall11-10.17' 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-06057956 License To : R2H ENGINEERING INC. Pp= 377.34#/J ~ ..... (J) a. ('I) 0 0 ,-.... ~ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 AdJ Ftg Load =6000# Ecc.=o· from CL l 4711# ..... (J) a. (Y) ,-.... (Y) (Y) ,q- Page 189 Title Bress; Ranch Page : 7 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.17' 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--06067966 License To : R2H ENGINEERING INC. Masonry 620.0 lbs 0.0 lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,860.0 lbs 3,100.0 lbs 4,340.0 lbs 5,580.0 lbs 1,210.0 lbs I 2,480.0 lbs 3,720.0 lbs 4,960.0 lbs ~~1~-----+--~~ ~-~ .... -----.i1~~~..1~--~ .. ·~--~1~~~~ Page 190 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... Wa1111-10.17' This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro (cl 1987-2017, Build 11.17.04.04 License : KW--06067966 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# s,340.0 ft-# 10.sao.o ft-# I 1s.010.o ft-# I 21.3so.o ft-# I ~ II Page 191 ,,. ... ,,. .. .. .. .. ... ... .. .. .. .. .. ,,. .. .. ... - ,,. ... Title Bres~ Ranch Page: 1 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 11-10.17' • 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 . I Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 10.00 ft 0.17ft 0.00 7.50 in 0.0 ft I Cantilevered Retaining Wall I Soil Data Allow Soil Bearing 5,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 40.0 psffft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 300. O psi/ft 130.00 pcl 130.00 pcl 0.350 12.00 in Code: CBC 2016,ACI 318-14,ACI 530-13 • • s.u.rc•h•a•r•g•e•L•o•a•d•s ______ l I Lateral Load Applied to Stem I Adjacent Footing Load · I 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 0.0 lbs 0.0 lbs 0.0 in Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution . (Strength) • • Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 90.0 #/ft 10.17ft 9.17ft Wind fYI/) (Service Level) 0.0 psi Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 235.250 psi Total Strength-Level Seismic Load. Total Service-Level Seismic Load. c,I 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 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load ·2.0 ft 0.300 1,328.906 lbs 930.234 lbs 155.8 lbs Page 192 Title Bras~ Ranch Page: 2 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 11 -10.17' -Seismic This Walt 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 I Design Summary Wall Stability Ratios Overturning • 5.61 OK Stem Construction • --------Design Height Above Fig ft= Sliding 1.23 Ratio < 1.5! Wall Material Above "Ht" Design Method Total Bearing Load ... resultant ecc. 19,221 lbs 6.42 in Soil Pressure@ Toe 2,258 psf OK Soil Pressure @ Heel 1,237 psf OK Allowable 5,333 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,161 psf ACI Factored@ Heel 1,732 psf Footing Shear@ Toe 10.0 psi OK Footing Shear@ Heel 38.8 psi OK Allowable 82.2 psi Sliding Cales Lateral Sliding Force less 100°/o Passive Force= less 100°/o Friction Force = Added Force Req'd .... for 1.5 Stability 5,796.6 lbs 377.3 lbs 6,727.2 lbs 0.0 lbs OK 1,590.3 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 Seismic, E 1.000 1.000 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data re Fy lbs= lbs= ft-#= ft-#= fl-#= psi= psi= psi= in2 = in= psi= psi= psf= in= psi= psi= 2nd Stem OK 2.67 Masonry LRFD 8.00 # 5 8.00 Edge 0.802 3,443.4 7,729.7 9,634.2 37.6 90.0 91.50 5.25 2,500 60,000 Yes 12.89 84.0 Bottom Stem OK 0.00 Masonry LRFD 12.00 # 6 8.00 Edge 0.903 7,135.8 21,670.4 24,007.5 51.2 90.0 139.50 9.00 2,500 60,000 Yes 12.89 133.0 7.60 11.60 Normal Weight LRFD Page 193 .. ... .. ... .. ... ""' ... ... .. ... .. ... .. ... -' .. .. ... .. ... .. .. .. ... --... ,,.. .. -.. .. .. ,,.. ,,.. -.. .... - ... Title Bres~ Ranch Page: 3 Job# : Dsgnr: JWS Date: 7 JUN 2017 Description .. Wall 11-10.17' -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, Bulld 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 r FootingDimensions &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 0.50 ft 10.50 11.00 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results • ~ !:Im Factored Pressure 3,161 1,732 psf Mu': Upward 392 96,714 ft-# Mu': Downward 81 84,788 fl-# Mu: Design 312 -11,926fl.-# Actual 1-Way Shear 10.05 36.82 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing # 8@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As o/o 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 3.56 in2 0.32 in2 1ft Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 7.41 in #5@ 11.48in #6@ 16.30 in 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 2,531.3 Surcharge over Heel Surcharge Over Toe Adjacent Footing Load 2,089.3 Added Lateral Load 90.0 Load @ Stem Above Soil = Seismic Earth Load 930.2 Seismic Stem Self Wt 155.8 Total 5,796.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 3.75 9,492.2 2.79 5,822.1 10.92 982.8 3.75 3,488.4 5.84 909.7 O.T.M. 20,695.1 5.61 19,220.7 lbs Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth@ Stem Transitions= Footing Weigh1 Key Weight Vert. Component .. ... RESISTING ..... Force Distance lbs ft 12,350.0 6.25 3,464.8 7.58 40.6 0.25 985.1 0.89 317.6 1.33 2,062.5 5.50 0.50 Moment ft-# 77,187.5 26,274.6 10.2 880.1 423.5 11,343.8 Total= 19,220.7 lbs R.M.= 116,119.7 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 wan due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @Top of Wall (approximate only) 250.0 pci 0.058 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 in1o Jhe retained soil. Page 194 • Title Bressi Ranch Job#: · Dsgnr: JWS Page: 4 Date: 7 JUN 2017 Description .. Wall 11-10.17' -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. DESIGNER NOTES: 10.17' Design Height, 6' exposed Flat slope backfill 2:1 slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 195 ... ... ' • ... .. -.. ... .. .. ---... ... --.. ... .. ... - ... ... - ,,. ... .. - .. .. .. - ,,.. - Title Bressi Ranch Job# : · Dsgnr: JWS Page: 5 Date: 7 JUN 2017 Description .. Wall 11-10.17' -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, Bulld 11.17.04.04 License : KW-06067965 License To : R2H ENGINEERING, INC . Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 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 #5 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 #5 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 #5 bar extending down into this stem design segment from above = Development length for tl6 bar specified in this stem design segment= Hooked embedment length into footing for tl6 bar specified in this stem design segment= As Provided = As Required = Code: CBC 2016,ACI 318-14,ACI 530-13 25.00 in 30.00 in 13.54 in 19.01 in 25.00 in 30.00 in 13.54 in 19.01 in 7.67 in 0.6600 in2/ft 1.6404 in2/ft Page 196 Title Bres~ Ranch Page: 6 Job# : Dsgnr: JWS Dale: 7 JUN 2017 Description ... Wall 11 -10.17' -Seismic This Wall in File: R:\projects\17\17056 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06067955 License To : R2H ENGINEERING INC. a·ll 8" w/#5@ 8" Solid Grout 12" w/#6@8" Solid Grout 141,~:in #8@16" @Heel t·I Cantilevered Retaining Wall • j 10'-6" 11·-o· Code: CBC 2016,ACI 318-14,ACI 530-13 7'-6" 10'-0" 10'-2" 2'-8" I 3· _J 1'-3" ' 3 - Page 197 .. ... ... .. .. .. ... ... ... ... ... .. ... ... Title Bress/ Ranch Page : 7 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11 -10.17' -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. Pp= Cantilevered Retaining Wall Adj Ftg Load =6000# Ecc.=o· from CL Code: CBC 2016,ACI 318-14,ACI 530-13 ------------1 4711 # 930# 156# • Seism ic lateral earth pressure • Seismic due to stem self weight .; 0. (") ""': ,.,. (") N Page 198 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... Wall 11 -10.17'. Seismic This Wall in File: R:lprojects\17117058 -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. Wall Masonry 730.0 lbs 0.0 lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 2,190.0 lbs 3,650.0 lbs 5,110.0 lbs 6,570.0 lbs 1,460.0 lbs 2,920.0 lbs I 4,380.0 lbs 5,840.0 lbs Page 199 Title Bressj Ranch Page : 9 Job # : Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11 -10.17' -Seismic This Wall in File: R:\projects\1 7\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 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# o.o ft-# s,340.0 ft-# 1 o,sao.o ft-# I 1s,020.o ft-# 21 ,3so.o ft-# Page 200 Title Bressl Ranch Job # : · Dsgnr: JWS Page : 1 Date: 3 APR 2018 Description .... Wall 11 • 8.83' 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 11.17.0<4.0<4 License : KW-06067966 Cantilevered Retaining Wall License To : R2H ENGINEERING INC. Code: CBC 2016,ACI 318-14,ACI 530-13 C •• ri.te.r.ia _________ _.1 L Soil Data • Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 8.67 ft 0.17 ft 0.00 7.50 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 FoolingUSoil Friction Soil height to ignore for passive pressure 300.0 psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • _ 1 s.u.r•c•h•a.rg•e-L.o.ad.s ______ .. J Lateral Load Applied to Stem I 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 ~--~ ~- Ax i a I Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 50.0 lbs 36.0 in • \ Design Summary I Wall Stablllty Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 7.28 OK 1.51 OK 14,689 lbs 2.01 in Soil Pressure@ Toe 1,710 psf OK Soil Pressure @ Heel 1,382 psf OK Allowable 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,394 psf ACI Factored @ Heel 1,935 psf Footing Shear @ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force 7.3 psi OK 31 .9 psi OK 82.2 psi less 100% Passive Force= • less 100% Friction Force = 3,634.6 lbs 377.3 lbs 5,123.6 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 ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) Stem Construction 90.0 #/ft 8.83 ft 7.83 ft Wind 0N) (Service Level) 0.0 psf I 2nd Stem OK Design Height Above Ftg ft= 2.67 Wall Material Above "Ht" Masonry Design Method LRFD Thickness 8.00 Rebar Size # 5 Rebar Spacing 16.00 Rebar Placed at Edge Design Data Adjacent Footing Load Fooling 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 8.00 Edge fb/FB + fa/Fa 0.636 0.619 Total Force @ Section Service Level lbs= Strength Level lbs= 1,557.8 4,221 .5 Moment. .. Actual Service Level ft-#= Strength Level ft-#= 3,240.2 10,694.2 Moment. .... Allowable ft-#= 5,155.0 17,481 .1 Service Level psi= Strength Level psi= 17.0 30.3 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 fc psi= Fy psi= 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2.0 ft 0.300 Page 201 I -... .. ... ... ... ... ,,.. ... ... .. .. ... ... .. ... .. ... .. -... --... .,., ... ,.., Title Bress~ Ranch Page: 2 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 • 8.83' This Wall in File: R:\projects\17\17058 -Bressi Ranch\2 -Cales (phase 1 original in SD phase 2 in RetalnPro {c) 1987-2017, Bulld 11.17.04.04 License : KW-06067966 License To : R2H ENGINEERING INC . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths 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 0.50 ft 9.00 9.50 15.00 in 0.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 • Footing Design Results I I2i l!ill Factored Pressure 2,394 1,935 psf Mu' : Upward 298 66,049 ft-# Mu' : Downward = 81 53,636 ft-# Mu: Design 218 -12,413 ft-# Actual 1-Way Shear 7.34 31.94 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = # 7@ 16.00 in Heel Reinforcing # 7 @ 16. 00 in Key Reinforcing None Spec'd other Acceptable Sizes & Spacings Min. As 0/o 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@ 7.30 in, #5@ 11.31 in, #6@ 16.05 in, #7@ 21.89 in, #8@ 28.82 in, #9@ 36 Key: No key defined Min footing T&S reinf Area 3.08 in2 0.32 in2 1ft 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 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 Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio lbs ft ft-# 1,968.1 3.31 6,507.9 1,576.5 90.0 3,634.6 2.14 9.58 O.T.M. 3,380.1 862.2 10,750.3 Vertical Loads used for Soil Pressure = 7.28 14,688.8 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 lbs ft 9,016.8 5.50 2,666.8 7.17 2.00 50.0 2.00 40.6 0.25 873.4 0.90 260.0 1.33 1,781.3 4.75 0.50 Moment ft-# 49,592.4 19,109.6 ·100.0 10.2 787.0 346.7 8,460.9 Total= 14,638.8 lbs R.M.= 78,306.8 * 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 Deflectjon 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 0.044 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 202 t Title Bres~ Ranch Job # : · Dsgnr: JWS Page: 3 Dale: 3 APR 2018 Description .. Wall 11 -8.83' 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-06067966 License To : R2H ENGINEERING INC. DESIGNER NOTES: 8.83' Design Height, 4.5' exposed Flat slope backfill 2:1 slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 203 - ... ... "" "" ... ' .. ... ... .. ... .. "" ... -... -... ... ... ... .. ... .. .. .. .. .. ,.. ... .. -.. .. .. .. "" ... .. "" ... ---.. ,,. - Title Bres~ Ranch Page: 4 Job# : Dsgnr: JWS Date: 3 APR 2018 Description .. Wall 11 -8.83' 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-06067965 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #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 25.00 in 25.00 in 13.54 in 13.54 in 25.00 in 25.00 in 13.54 in 13.54 in 6.39 in 0.4650 in2/ft 0.8095 in2/ft Page 204 Title Bres~ Ranch Page: 5 Job # : Dsgnr: JWS Date: 3 APR 2018 Description ... Wall 11-8.83' 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. 8" ij 8" w/ #5@ 16" Solid Grout 12"w/#5@ 8" Solid Grout l'o1e6in #7@16" @Heel Cantilevered Retaining Wall • ~ j 9'-0" 9'-6" Code: CBC 2016,ACI 318-14,ACI 530-13 ' 6'-2" 8'-8" 8'-10" 2'-8" ' ' 3" _l 1'-3", & 3 " Page 205 ... ... ... ... ... .... ... .. ... ... .. .... -.. .. ... -.. .. .. .. .... .. .. Title Bressj Ranch Page : 6 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -8.83' 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-46057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall I DL=O ,LL=SO#, Ecc=36- Code: CBC 2016,ACI 318-14,ACI 530-13 Adj Ftg Load =6000# Ecc.=0" from CL 90.00pii (Service-Level. i~~~~~~~~;g;;:::&j:::x:s~==-f\1- Pp= 377.34#/l ~ l 3635# iii iii C. C. 0 en '"". C"! 0 N ~ (X) M Page 206 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 7 Date: 3 APR 2018 Description .... Wall 11 -8.83' 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. Masonry 450.0 lbs o.o lbs I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,350.0 lbs 2,250.0 lbs 3,150.0 lbs 4,050.0 lbs 900.0 lbs I 1,800.0 lbs 2,700.0 lbs I 3,600.0 lbs ,t----•-·-- Page 207 Title Bress/ Ranch Page : 8 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 • 8.83' 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 1,940.0 ft-# 5,820.0 ft-# 9,700.0 ft-# 13,580.0 ft-# 17,460.0 ft-# 3,880.0 ft-# 7,760.0 ft-# f 11,640.0 ft-# f 15,Sf O.O ft-# I Page 208 Title Bressj Ranch Page: 1 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 • 8.83' • Seismic This Wail 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-0sos1sss Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. :,c.r.ite.r.ia ________ __.. I Soil Data • Retained Height Wail height above soil Slope Behind Wail Height of Soil over Toe Water height over heel 8.67 ft 0.17 ft 0.00 7.50 in 0.0 ft Allow Soil Bearing 5,333.0 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. O psf/ft 130.00 pcf 130.00 pcf 0.350 12.00 in • [ Surcharge Loads ---=-[ 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 Lateral Load ... Height to Top ... Height to Bottom Load Type 90.0 #/ft 8.83 ft 7.83 ft Wind 0N) (Service Level) Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Axial Dead Load 50.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity 0.0 in Wind on Exposed Stem = (Service Level) 0.0 psf Base Above/Below Soil at Back of Wail Poisson's Ratio [ Earth Pressure Seismic Load J Method : Triangular Total Strength-Level Seismic Load .... . Load at bottom of Triangular Distribution ...... . 204.750 psf Total Service-Level Seismic Load .... . (Strength) c.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 6,000.0 lbs 3.00 ft 0.00 in 8.50 ft Line Load -2.0 ft 0.300 1,015.560 lbs 710.892 lbs 138.2 lbs Page 209 - -.. .. ... -.. ""' ... ,,. ... .. ... .. ... ... .. ... .. - .. ... Title Bressi Ranch Job # : · Dsgnr: JWS Page: 2 Date: 3 APR 2018 Description .. Wall 11-8.83' -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 I Design Summary Wall Stablltty Ratios Overturning • Stem Construction 5.67 OK Sliding 1.23 Ratio < 1.5! Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Total Bearing Load ... resultant ecc. 14,689 lbs 4.28 in Soil Pressure@ Toe 1,894 psf OK Soil Pressure@ Heel 1,198 psf OK Allowable 5,333 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,652 psf ACI Factored @ Heel 1,677 psf Footing Shear@ Toe 8.2 psi OK Footing Shear@ Heel 29.6 psi OK Allowable 62.2 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= less 100°.4 Friction Force = Added Force Req'd ... .for 1.5 Stability 4,483.7 lbs 377.3 lbs 5,141.1 lbs 0.0 lbs OK 1,207.1 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 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' Waif Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data re Fy • -2nd Bottom Stem OK Stem OK ft= 2.67 0.00 Masonry Masonry = LRFD LRFD 8.00 12.00 # 5 # 5 16.00 8.00 Edge Edge 0.803 0.778 lbs= tbs= 2,046.4 5,194.7 ft-#= ft-#= 4,104.6 13,477.4 ft-#= 5,155.0 17,481.1 psi= psi= 22.4 37.2 psi= 90.0 90.0 in2 = 91.50 139.50 in= 5.25 9.00 psi= 2,500 2,500 psi= 60,000 60,000 Yes Yes 12.89 12.89 psf = 84.0 133.0 in= 7.60 11.60 Normal Weight LRFD psi= psi= Page 210 Title Bres~ Ranch Page: 3 Job # : Dsgnr: JWS Date: 3 APR 2018 Description ... Wall 11 • 8.83' • 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 i Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 3,000 psi Fy = Footing Concrete Density 0.50 ft 9.00 g:50 15.00 in o.oo in o.oo in 0.50 ft 60,000 psi 150.00 pcf 0.0018 I Footing Design Results I I2i lli2l Factored Pressure 2,652 1,677 psf Mu' : Upward = 329 62,430 ft-# Mu': Downward 81 53,636 ft-# Mu: Design 249 -8,794 ft-# Actual 1-Way Shear 8.23 29.58 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing # 7@ 16.00 in Heel Reinforcing # 7@ 16.00 in Key Reinforcing None Spec'd Other Acceptable Sizes & Spacings Min. As% Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4@7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@22.22 in, #8@29.26 in, #9@37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Summa 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 Min footing T&S reinf Area 3.08 in2 0.32 in2 1ft 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 If two layers of horizontal bars: #4@ 14.81 in #5@22.96in #6@ 32.59 in Forces & Moments ..... OVERTURNING ..... .•... RESISTING ..... Force Distance Moment Force Distance lbs ft ft-# lbs ft 1,968.1 3.31 6,507.9 Soil Over Heel 9,016.8 5.50 Sloped Soil Over Heel Surcharge Over Heel 1,576.5 2.14 3,380.1 Adjacent Footing Load 2,666.8 7.17 90.0 9.58 862.2 Axial Dead Load on Stem = 50.0 1.00 * Axial Live Load on Stem 710.9 3.31 2,350.7 Soil Over Toe 40.6 0.25 138.2 5.21 719.6 Surcharge Over Toe Stem Weight(s) 873.4 0.90 Earth @ Stem Transitions= 260.0 1.33 4,483.7 O.T.M. 13,820.5 Footing Weigh1 1,781.3 4.75 Key Weight 0.50 Vertical Loads used for Soil Pressure = 5.67 14,688.8 lbs Vert. Component = Moment ft-# 49,592.4 19,109.6 50.0 10.2 787.0 346.7 8,460.9 Total= 14,688.8 lbs R.M.= 78,356.8 lf seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.049 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe because the wall would then tend to rotate into the retained soil. Page 211 .. .. ... ... .. .. .. - ... .. ... .. ... .. .. ... ... ... ... ... ... ... .. -... -.. ... -... ... ... ... ... - ... - ... ... ... - ... -... ... ... ... ... ... ... Title Bress; Ranch Job# : Dsgnr: JWS Page: 4 Date: 3 APR 2018 Description .. Wall 11-8.83' -Seismic This Wall in File: R:\projects\17\17058-Bressi Ranch\2-Calcs (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 . DESIGNER NOTES: 6.83' Design Height, 4.5' exposed Flat slope backfill 2:1 slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing Cantilevered Retaining Wall Code: CBC 2016.ACI 318-14,ACI 530-13 Page 212 Title Bres~ Ranch Page: 5 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .. Wall 11 -8.83' -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-06057966 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 #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 25.00 in 25.00 in 13.54 in 13.54 in 25.00 in 25.00 in 13.54 in 13.54 in 6.39 in 0.4650 in2/ft 1.0202 in2/ft Page 213 .. ... .. ... .. -... ... ... ... .. ... ... .. ... .. .. .. .. ... .. ... ... .. ... .. .. Title Bressj Ranch Page : 6 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -8.83' -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. 0·· ij 8" w/ #5@ 16" Solid Grout 12" w/ #5@ 8" Solid Grout l'o1f in #7@16" @ Heel f Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 6'-2" 8'-8 " 8'-10 " 'Z-8" j 9'-0" 9'-6" Page 214 Title Bress~ Ranch Page : 7 Job # : Dsgnr: JWS Date: 3 APR 2018 Description .... Wall 11 -8.83' -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 Llcen11 : KW-06067966 License To : R2H ENGINEERING INC. Pp= Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 -----------1 'iii a. N ..-: IX) 0) .... .... Adj Ftg Load =6000# Ecc.=o· from CL 3635# 711# 138# • Seismic lateral earth pt'essure • Seismic due to stem self 't'>-eight Page 215 Title Bressi Ranch Job # : · Dsgnr: JWS Page : 8 Date: 3 APR 2018 Description .... Wall 11-8.83' -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. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Designer to determine bar cutoff locations 530.0 lbs 1,590.0 lbs 2,650.0 lbs 3,710.0 lbs 4,770.0 lbs 0.0 lbs I 1,060.0 lbs I 2,120.0 lbs I 3,180.0 lbs I 4,210.0 lbs I Page 216 Title Bressl Ranch Job# : · Dsgnr: JWS Page : 9 Date: 3 APR 2018 Description .... Wall 11 -8.83' -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 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 License To : R2H ENGINEERING, INC. Wall Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 1,940.0 ft-# 5,820.0 ft-# 9,700.0 ft-# 13,580.0 ft-# 17,460.0 ft-# o.o ft-# 3,sso.o ft-# I 1.1ao.o ft-# 11,640.0 ft-# I 1 s.s20.o ft-# ---~·-- Page 217