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Home My WebLink AboutCT 14-09; UPTOWN BRESSI RANCH; STRUCTURAL CALCULATIONS RETAINING WALLS; 2017-09-18I A F RECORD COPY U IDIr LIMA, 1e•42 Engineering, Inc. • L e,T\L1_b9 2 STRUCTURAL CALCULATIONS I UPTOWN BRESSI RANCH RETAINING WALLS.: FOR • RICK ENGINEERING COMPANY I SUBJECT: : .••. SHEET NO: I Design Criteria I Masonry Retaining Wall Calculations.... ..........................................................................................2 -428 I .Masonry Sound Wall Calculations ................... ................................................................... ............. 429 -445 I ,.. . 7/ • • . . .//7'/ .flb\.\\ . . I /f/'i" \\\ ,. . 553 rn p.12/31/18 . ,.. -. \. CIV OF . CA0* I I 4. I I Job No.: 17058 ' Designed By: - JWS Date: . September 18, 2017 . . Checked By: RCH 14' Las Vegas, NV . .16466 Bernardo Center Drive, Suite 279 . San Diego, CA 92128 . . .. . . . . . Salt Lake City, UT 858.673.8416 tel •. - . . . I .. . Engineering, Inc. RESPONSE TO PLAN CHECK COMMENTS RECEIVED Date: September 18, 2017 SEP 19'201/ Project: Uptown Bressi Ranch Retaining Walls LAND DEVELOPMENT R2H Project No.: 17058 ENGINEERING By: Jens Hurst Comment Sheet Dimensions reported from nearest masonry 1 1 face is standard of practice and is done for Updated Drawings to show clear distance on the convenience of the contractor reinforcement - For wall section hhlGl,u the 1211 CMU stem The dowels in question are spliced with the height is 4-0". The B dowel is a #8@8". A #8 vertical reinforcement in the wall. Using equation rebar requires at least 6' of length (per ACI 9-18 from ACl-530, the splice length can be 2 530-11, CBC 16) for development or lap, reduced by the provided confinement factor. At WL length. For this wall section, the 4-ft CMU the critical section, there is sufficient height does not provide adequate length for development of the reinforcement to resist the #8 bar development or lap. demands. The toe dimensions of the footing do not allow all Reinforcement will not fully develop as hooks to be rotated as requested. ACl 38-14 3 shown. This is documented in literature. states the minimum development of a hook in tension. The required length is achieved the way that it is currently detailed. 4 , The RetainPro model must account for the Updated the applicable RetainPro models as backfill slope and increase in active pressure. requested. , Dimension must match provided RetainPro 5 Updated the dimensions as requested. output An impermeable membrane is counter to Detail will be left as is. Groundwater was not the function of a biofiltration basin. Grading plans do not reference impermeable encountered in any of the borings adjacent to the membrane or outlet to drain collected walls in question. Any water that leaves the 6 water. Typically, a biofiltration basin would biofiltration pond will not cause any buoyant drain the water underneath the basin forces as it will continue to drain down. causing buoyancy and saturated soil to be a Hydrostatic forces have been accounted for in concern for design. the design of the walls. 7'1 RetainPro Model must include the 55 pcf and the 2:1 slope behind the wall. Updated RetainPro Calcs as requested Loading diagram should include the active pressure behind the shear key. Coordinate The active pressure behind the shear key does 8 with Geotech to verify if the active pressure not need to be considered (per the Geotech can be neglected for the shear key. Report) 16466 Bernardo Center Drive, Suite 279 San Diego, CA 92128 858.673.8416 tel Las Vegas, NV Salt Lake City, UT a -4 - $ 'I - I 4;.. -: * -4. 4-'- - - /4 .-p -*1- '4' L 9 . - ir 'g .4 .' . •1 4I • 1 4 4 I -- -- - ...- - - - --- - - 4 - - - - •. 1- 1: -. I 44 _ 1 I I 4 I ..'.4 , 1 . .4 .-. -' 4, I , - •-- - 4 I . - 1 - .4/ ,-- 1 - Title Bross! Ranch Page: 1 Job #: 17081 Dsgnr JWS Date: 20 JUL 2017 Description.... Wail IA - 6.83'- Seismic -Adjusted footing 1 This Wall in File: S:\1 717058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\1 7058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I LICUflSU Ia: Ifl ENGINEERING, IlU.. Criteria [Soul Data • Retained Height = 6.67 ft Allow Soil Bearing = 5,233.0 psf . I Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 00 ft Soil Density Heel = 13000 pd Soil Density Toe = 13000 pd FootingSoil Friction = 0.350 .. -. t. Soil height to ignore - I .1 I I . for passive pressure = 12.00 in .. Surcharge Loads \ Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist. = 7.00 ft • Axial Load Applied to Stem (Service Level) Footing Type Line Load • Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in (Service Level) Poisson's Ratio = 0.300 I L Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 707.640 lbs Load at bottom of Triangular Distribution .......= 173.250 psf Total Service-Level Seismic Load . = 495.348 lbs I (Strength) Stem Weight Seismic Load F, / W Weight Multiplier = 0.226 g Added seismic base force 90.9 lbs L'i .1 I I I IN I I I Page 2 II Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr. JWS Date: 20 JUL 2017 Description..... Wall IA - 6.83'- Seismic - Adjusted footing This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi I 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. Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ft9 ft= Stem 01< 2.00 Stem OK 0.00 Overturning = 2.72 OK Wall Material Above "Ht" = Masonry Masonry I Sliding = 1.22 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 5,336 lbs Reber Size = # 4 # 6 resultant ecc. = 10.72 in Reber Spacing = 24.00 16.00 . I Soil Pressure @ Toe = 1,498 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = 144 psf OK fb/FB + fa/Fa = 0.737 0.784 Allowable = 5,233 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = . ACI Factored @ Toe = 2,098 psf ACI Factored @ Heel = 201 psf Strength Level Ibs= 1,108.8 2,950.7 Footing Shear @Toe = 14.3 psi OK Moment .... Actual Footing Shear @ Heel =• 8.9 psi OK Service Level ft-#= . I Allowable = 82.2 psi Strength Level ft-# = 1,694.5 5,575.3 Sliding Calcs Moment.....Allowable ft-#= 2,300.0 7,115.6 Lateral Sliding Force = less 100% Passive Force = 3,077.9 lbs 1,901.3 lbs Service Level psi = I, less 100% Friction Force = - 1,867.7 lbs Strength Level psi= 12.1 32.2 Added Force Req'd = ....for 1.5 Stability = 0.0 lbs OK 847.8 lbs NO . Shear.....Allowable psi = Anet (Masonry) in2 = 90.0 91.50 90.0 I Reber Depth 'd' in= 5.25 91.50. . 5.25 Masonry Data Fm psi= Fy psi = 2,500 60,000 2,500 60,000 I Solid Grouting = Yes Yes . Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors 1 Building Code . CBC 2016,ACI Equiv., Solid Thick. in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi= I Seismic, E 1.000 Fy psi 'I I I 'I 1' 1 I -. Page I : Title Bressi Ranch '. Page: 3 Job # : 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... I Wail IA - 6.83'- Seismic - Adjusted footing This Wall in File: S:\17\17058- Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 I License To: 1121-1 ENGINEERING, INC. Footing Dimensions & Strengths j LFooting Design Results - Toe Width = 4.00 ft .TOO • Heel Width = 2.50 Factored Pressure = 2,098 201 psf • Total Footing Width = 6.50 Mu': Upward = 13,668 638 ft-# Footing Thickness = 18.00 in Mu': Downward = 6,396 2,603 ft-# Mu: Design = 7,272 1,965 ft4 I Key Width = 12.00 r Actual 1-Way Shear = 14.25 8.87 psi Key Depth = 12.00 in Allow 1-Way Shear. = 82.16 82.16 psi Key Distance from Toe =3.75 ft Toe Reinforcing = # 5 @ 8.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in,.#7@ 18.52 in, #8@ 24.38 in, #9@ 30. $ Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm I . . . Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 2.53 1n2 Min footing T&S reinf Area per foot 0.39 in2 ñt If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces & Moments . OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment I Item lbs ft Heel Active Pressure = 1,334.7 2.72 ft-# lbs ft 3,634.3 Soil Over Heel = 1,589.4 5.58 ft-# 8,874.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,157.0 1.62 1,869.9 Adjacent Footing Load = I. Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 495.3 2.72 1,348.8 Soil Over Toe = 1,560.0 2.00 3,120.0 • Seismic Stem Self Wt = 90.9 4.92 447.1 Surcharge Over Toe = I Total 3,077.9 O.T.M. 7,300.0 Stem Weight(s) = 574.5 4.33 2,489.4 Earth @ Stem Transitions = = = Footing Weight = 1,462.5 3.25 4,753.1 Resisting/overturning Ratio = 2.72 Key Weight = 150.0 4.25 637.5 I Vertical Loads used for Soil Pressure = 5,336.4 lbs Vert. Component = Total = 5,336.4 lbs R.M. 19,874.4 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 resistance, but is included for soil pressure calculation. overturning I 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 I the calculation of Overturning Resistance. r Tilt I I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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. I Page 4 Title Bressi Ranch : Page: 4 Job #: 17081 Dsgnr. JWS Date: 20 JUL 2017 Description.... Wall IA - 6.83'- Seismic - Adjusted footing This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r 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. DESIGNER NOTES: 6.83 Design Height, 4' exposed Fiat slope backfill Flat slope at front Seismic included Load from adjacent building footing I I I 1 I H .1 'I 'I I I 1 Page 1 , -- Title Bressi Ranch - Page: 5 Jab #: 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wail IA- 6.83'- Seismic -Adjusted footing I - 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.00 ft above top of footing - Lap Splice length for #4 bar specified in this stem design segment = - .20.00 in I Lap Splice length for #6 bar extending up into this-stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = - 19.01 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top 6f footing I Lap Splice length for #4 bar extending down into this stem design segment from above = 20.00 in * Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = - 12.00 in I Development length for #6 bar specified in this item design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment 7.67 in I As Provided = . As Required = - 0.3300 in2/ft 0.7350 in2lft i- - I - Page I Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr. JWS Date: 20 JUL 2017 Description.... Wall IA- 6.83'- Seismic - Adjusted footing This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi ketaInIFo (C) 1bJ-ZU1J, uiia 11.11.U4.U4 License: KW-06057955 License To: R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Q922S~9 T Soiict Grout 4-7 1M" 16 '- 3IiiGrout 4T Center Oti Page 7 I Page: Date: 20 JUL 2017 Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IA- 6.83'- Seismic -Adjusted footing This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi KetaInrro1c)1e(-'u1(, uUllall.11.U4.U4 License -. KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I Page 8 I I P I I I I I I I I 1 I i Title Bress; Ranch Job# : 17081 Dsgnr: JWS Description .... Wall 1 A -6.83' -Seismic -Adjusted footing Page: 8 Date: 20 JUL 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry 300.0 lbs 0.0 lbs 6.84 ft - 6.o, ft ~' I I• ~ ~ !( \ • t ~ \ ~ .\ ~ .. " Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 900.0 lbs 1,500.0 lbs 2,100.0 lbs 2,700.0 lbs 600.0 lbs 1,200.0 lbs 1,800.0 lbs 2,400.0 lbs I' 1, ' 1, \ '~ 1: ., 2 .UU ft ., " I• ',\• Ii\ ~ ~ ~ p ~} ~ ........ ,,, '-" .. ... ,,, ... , ~~ ' ~ : r f ~ Applied shlar Olagnli '--- n nn ft Page 9 Title Brass/ Ranch Job#: 17081 Dsgnr: JWS Description .... Wall 1A-6.83' -Seismic -Adjusted footing This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r Page : 9 Date: 20 JUL 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line 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 10 Soil Pressure @ Toe = 1,243 psf OK Soil Pressure @ Heel = 399 psf OK Allowable = 3,925 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,740 psf ACI Factored @ Heel = 558 psf Footing Shear @Toe = 11.1 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 2,491.6 lbs less 100% Passive Force = - 1,901.3 lbs less 100% Friction Force = - 1,867.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing psi= psi = 8.6 25.7 psi = 90.0 90.0 in2 = 91.50 91.50 in= 5.25 5.25 psi = 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi= psi= Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wail IA-6.83-Adjusted This Wall in File: S:\17\17058 - Bressi Ranch2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Retainpro (C) 1987-2017, buIld 11.17.04.04 License: KW-06057955 License To: R211-1 ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14 ACI 530-13 Criteria Soil Data I . Retained Height = 6.67 Allow Soil Bearing = 3,925.0 psf Wall height h 1 - a eig above 501 - fl 17 C Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft J7 Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density Heel = 13000 pcf Surcharge Loads 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 = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary I Wail Stability Ratios Overturning = 3.61 OK Sliding = 1.51 OK Total Bearing Load = 5,336 lbs resultant ecc. = 6.69 in Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [jLateral Load Applied to Stem Lateral Load = O.O#/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Stem Construction I- Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness = Reber Size = Reber Spacing = Reber 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 Strength Level Shear.....Allowable Anet (Masonry) Reber Depth 'd' Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - -2.0 2 O ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry LRFD 8.00 #6 16.00 Edge 2nd Stem OK 2.00 Masonry LRFD 8.00 #4 24.00 Edge 0.484 0.574 785.8 2,349.3 1112.4 4,082.9 2,300.0 7,115.6 Page 11 1 I I , I I Footing Dimensions & Strengths Toe Width = 4.00 ft Heel Width = 2.50 Total Footing Width = 6.50 Footing Thickness = 18.00 in Key Width = 12.00 in Key Depth = 12.00 in Key Distance from Toe = 3.75 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in TT - Title Bressi Ranch Page: 2 Job # : 17081 Dsgnr: JWS Date: 20 JUL 2017 . Description.... Wall IA - 6.83'- Adjusted Footing Design Results 122 HAW Factored Pressure = 1,740 558 psf Mu': Upward = 11,984 1,125 ft-# Mu': Downward = 6,396 2,603 ft-# Mu: Design = 5,588 1,478 ft-# Actual 1-Way Shear = 11.10 6.17 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #5 © 8.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = #6 @ 16.00 in Other Acceptable Sizes & Spacings Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: Not req'd: Mu < phi*5*lam bda*sqrt(f c)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987.2017, Build 11.17.04.04 Llcense:KW.06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. -. Min footing T&S reinf Area 2.53 in2 Min footing T&S reinf Area per foot 0.39 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in - #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6© 27.16 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item . lbs ft ft-# . lbs ft ft-# Heel Active Pressure = 1,334.7 2.72 3,634.3 Soil Over Heel = 1,589.4 5.58 8,874.4 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = . Surcharge Over Heel = Adjacent Footing Load = 1,157.0 1.62 1,869.9 Adjacent Footing Load = Added Lateral Load =. Axial Dead Load on Stem = Load @ Stem Above Soil = Axial Live Load on Stem = = . Soil Over Toe = 1,560.0 2.00 3,120.0 Surcharge Over Toe- Total 2,491.6 O.T.M. 5,504.1 Stem Weight(s) . = 574.5 4.33 2,489.4 Earth @ Stem Transitions= = = Footing Weight = 1,462.5 3.25 4,753.1 Resisting/Overturning Ratio = 3.61 Key Weight = 150.0 4.25 637.5 Vertical Loads used for Soil Pressure = 5,336.4 lbs Vert. Component = Total = 5,336.4 lbs R.M. 19,874.4 I I I I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Lt I I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci. Horizontal Defi @ Top of Wall (approximate only) 0.036 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. G Page 12 S ritlè Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wall IA - 6.83'- Adjusted This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987.2017, Build 11.17.04.04 License : KW-06057955 Cantulevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R211-1 ENGINEERING, INC. DESIGNER NOTES: 6.83' Design Height, 4' exposed I Flat slope backfill Flat slope at front Seismic NOT included Load from adjacent building footing I I I U I / S I 'I I I I I I I S I Page 13 I . S Title Bross! Ranch : Page: 4 Job #:17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wall IA - 6.83'- Adjusted J - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - RetainPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 i Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. 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 = . 20.00 in Splice length for #6 bar extending up into this stem design segment from below = 30.00 in. I Lap Development length for #4 bar specified in this stem design .segment = / 12.00 in - Development length for #6 bar extending up into this stem design segment.from below = 19.01 in - 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 = I Development length for #4 bar extending down into thié 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 = I, 1 I I - S I . - I . I I 5-, ( 20.00 in 30.00 in 12.00 in, 19.01 in - 7.67 in 0.3300 in2/ft 0.5383 1n2/ft' Page 14 Title Bressi. Ranch • Page: 5 Job #: 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wall IA - 6.83'- Adjusted This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I SölidGraut / I I 4'-lO 610 VW I#6j16" I 3ajli1Grout I . • I #5&ln _______________ 4-0- #6@1 6.J.6 @ Center 0"K I - - . '1 I I I Page 15 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 20 JUL 2017 Description.... Wall IA - 6.83'- Adjusted This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi Retainpro (C) 1987-2017, Build 11.17.04.04 License: KW.08057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,AC1530-13 License To: R21-11 ENGINEERING, INC. 1 I I LJ L I I I I I I I I I I I I I I Page 16 Title Bress; Ranch Job#: 17081 Dsgnr: JWS Description .... Wall 1A -6.83' -Adjusted Page: 7 Date: 20 JUL 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING, INC. WallU Concrete 1J Masonry 250.0 lbs 0.0 lbs 6.R<l ft - 6.ti7 ft ,f " \ ;, t ~ l \ i , ':; fi VI 't OS • ' \ 500.0 lbs ... ~ \ ~ 1,,,_ """' ~ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 750.0 lbs 1,250.0 lbs 1,750.0 lbs 2,250.0 lbs 1,000.0 lbs 1,500.0 lbs 2,000.0 lbs I! ,. I! 1; I• ~ I ,; ; ---' 2.UU ft ; i: ~ I• ., [, '.; \! ; ~ ; li ! I' "'"' ~,; ,·-, .,.., . ..,,,,:, ~ . ,,,,.,,.,,,,. '"'~' ............. . f ~ .... . ~ n < Applied 5T Of~ ;, ' ' "'. ~ n nr ff Page 17 Title Bressj Ranch Job# : 17081 Dsgnr: JWS Description .... Wall 1A • 6.83' • Adjusted This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 8 Date: 20 JUL 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. Masonry Allowable Moment Line 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, 1.10.0 ft-# 1,580.0 ft-# 3, 1~0.0 ft-# 4,740.0 ft-# 6,320.0 ft-# Page 18 RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW.06057955 Cantilevered Retaining Wall License To: R2H ENGINEERING, INC. LCriteria I Soil Data Retained Height = 11.83 ft Allow Soil Bearing = 5,133.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingjSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) LAxial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Code: CBC 2016,ACl 318-14ACI 530-13 Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall T -2.0 2 Oft Poisson's Ratio = 0.300 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IA- 12'. Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page:1 Date: 7JUL 2017 I Method : Triangular Total Strength-Level Seismic Load = 1889.318 lbs Load at bottom of Triangular Distribution .......= 278.250 psf Total Service-Level Seismic Load = 1322.522 lbs (Strength) Stem Weight Seismic Load • F / W Weight Multiplier = 0.226 g Added seismic base force 195.7 lbs Page 19 I Title Bross! Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... I Wall IA- 112'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACi 530-13 I License To: R2H ENGINEERING, INC. [Design Summary Stem Construction ' 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 4.67 0.00 I Overturning = 4.30 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.28 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 ' 12.00 Total Bearing Load = 25,540 lbs Reber Size = # 7 # 9 I ...resultant ccc. = 14.16 in Rebar Spacing = 16.00 8.00 Soil Pressure @ Toe = 3,384 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = 873 psf OK fb/FB + fa/Fa = 0.761 0.826 Allowable = 5,133 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = ACt Factored @ Toe = 4,737 psf . ACI Factored @ Heel = 1,222 psf . Strength Level lbs= 3,522.6 10,097.1 Footing Shear @ Toe = 8.9 psi OK MomenL. Actual I Footing Shear@ Heel = 30.0 psi OK Service Level ft-# = - Allowable 82.2 psi Strength Level ft4= 7,123.8 38542.9 Sliding Calcs Moment.....Allowable ft-# = 9,365.6 46,687.5 Lateral Sliding Force = . 8,089.2 lbs I less 100% Passive Force = - 1,401.6 lbs Service Level psi= less 100% Friction Force = - 8,939.1 lbs Strength Level psi= 38.5 72.4 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 1.5 Stability = 1,793.0 lbs NG Anet (Masonry) in2 = . 91.50 139.50 / I ....for Reber Depth 'd' in= 5.25 9.00 Masonry Data.. fm psi = 2,500 2,500 60,000 60,000 I 'Vertical Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 Load Factors I Building Code CBC2O16,ACI . Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 4 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi Seismic, E 1.000 Fy psi = i . I I: It I . . . Page 20 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IA - 12'-Seismic Page: 3 Date: 7 JUL 2017 I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Coles (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: R2H ENGINEERING, INC. --- Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 11.50 Total Footing Width = 12.00 Footing Thickness = 21.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.50 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pd Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Code: CBC2O16,ACI 318-14,ACI 530-13 Footing Design Results im HIM Factored Pressure = 4,737 1,222 psf Mu': Upward = 586 123,887 ft-# Mu': Downward = 196 124,768 ft-# Mu: Design = 390 880 ft-# Actual 1-Way Shear = 8.87 29.98 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #6 @ 16.00 in Heel Reinforcing = #7 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.90 in, #9@ 26. Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Key: No key defined Min footing T&S reinf Area 5.44 in2 Min footing T&S reinf Area per foot 0.45 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.29 in #4@ 10.58 in #5@ 8.20 in #5@ 16.40 in #6@ 11.64 in #6@ 23.28 in I Summary of Overturning & Resisting Forces & Moments Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 3,688.3 4.53 16,695.8 Surcharge over Heel = Surcharge Over Toe• = Adjacent Footing Load = 2,882.6 4.60 13,260.5 Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 1,322.5 4.53 5,986.6 Seismic Stem Self Wt = 195.7 7.07 1,383.7 Total 8,089.2 O.T.M. 37,326.6 Resisting/Overturning Ratio = 4.30 Vertical Loads used for Soil Pressure = 25,540.4 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTING..... Force Distance Moment lbs ft ft-# Soil Over Heel = 16,148.0 6.75 108,998.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 4,500.4 6.88 30,943.8 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 195.0 0.25 48.8 Surcharge Over Toe = Stem Weight(s) = 1,236.8 0.92 1,134.2 Earth @ Stem Transitions= 310.3 1.33 413.7 Footing Weighi = 3,150.0 6.00 18,900.0 Key Weight = 0.50 Vert. Component = Total = 25,540.4 lbs R.M.= 160,439.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.094 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 21 1 1 Title Bressi Ranch Page 4 Job #:17081 Dsgnr: JWS Date:. 7 JUL 2017 Description.... I . . Wall 1A-12'-Seismic This Wall in File: S:\17\17058 - Bressi Ranch2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - 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. DESIGNER NOTES: I 12 Design Height, 9 exposed Flat slope backfill Flat slope at front included ( i Seismic 'I . ... I . I I I I I H 1 . 1 \. I . / Page 22 Title Bross! Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wall IA- 12'. Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, BuIld 11.17.04.04 . License: KW-0E057955 Cantilevered Retaining Wall Code: CBC 2016AC1 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in Development length for #7 bar specified in this stem design segment = 25.88 in Development length for #9 bar extending up into this stem design segment from below = 49.36 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above = . 35.00 in Lap Splice length for #9 bar specified in this stem design segment = 49.36 in Development length for #7 bar extending down into this stem design segment from above = 25.88 in Development length for #9 bar specified in this stem design segment = 49.36 in Hooked embedment length into footing for #9 bar specified in this stem design segment = 11.50 in As Provided .= 1.5000 in2/ft As Required = 2.9177 in2/ft I I I 0 'I H 'I H I I Page 23 - - - Title Bross! Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wall IA- 12'- Seismic H This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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: 112H ENGINEERING, INC. I 1 I . Page 24 Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7JUL 2017 Description.... Wall IA- 12'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - brOssi RetainPro (c) 1981.2017, 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. I I I I I H I I I I I I I I Page 25 I Title Brass; Ranch Page: 8 Job#: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A-12' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations O,;O lbs 1,050.0 lbs 3,150.0 lbs 5,250.0 lbs 7,350.0 lbs 9,450.0 lbs 2,100.0 lbs 4,200.0 lbs 6,300.0 lbs 8,400.0 lbs 11.HJ n ,, 1,- :·., ~ I \ /,' ' _:: ., ~- :;; i._ ,, \ i: '·' ;, "' ,·. I ~ 1, <'- lY ' ; ' i>,, ' 4.or ft ~' ~ I' ·" I• '"' --.-~ .,., .. ..... ~t .. ,.,.... "' ~ I :, .... -. "' .......... ""'"'"" .. , . .......... ' !• ~t~ ' .,,.,.. i "'"'' --" ~1~ Applied Stir-OiagranJ " o nn ft Page 26 Title Bressi Ranch Page : 9 Job#: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A -12' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.CJ.4.CJ.4 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 5,190.0 ft-# 15,570.0 ft-# 25,950.0 ft-# 36,330.0 ft-# 46,710.0 ft-# 0.0 ft-# 10,380.0 ft-# 20,760.0 ft-# 31,140.0 ft-# 41,520.0 ft-# Page 27 I . Title Press! Ranch . Job #: 17081 Dsgnr: JWS Date: Description.... Wall IA- 12' This Wall in File: S:\17\17058 - Bressi Ranch - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page: 1 7 JUL 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. LCriteria Soil Data E • Retained Height = 11.83 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = . Height of Soil over Toe = 36.00 in Passive Pressure = 130.0. psf/ft I Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 height to ignore I Soil for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • rAdjacent Footing Load I I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 000 ft Eccentricity = 0.00 in I Used for Sliding & Overturning . Load Type = Wind (W) Wall to Ftg CL Dist = 7.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil at Back of Wall = -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = . 0.300 Axial Load Eccentricity = 0.0 in I Design Summary I I Stem Construction 2nd Bottom Stem OK Stem OK • Wall Stability Ratios Design Height Above Ft9 ft = 4.67 0.00 Overturning = 5.36 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.57 OK Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 25,540 lbs Rebar Size = # 7 # 9 resultant ecc. = 10.69 in Rebar Spacing = 16.00 Rebar Placed at = Edge 8.00 Edge Soil Pressure @ Toe = 3,077 psf OK Design Data Soil Pressure @ Heel = 1,180 psf OK fb/FB + fa/Fa = 0.572 0.673 Allowable = 4,000 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 4,307 psf ACI Factored @ Heel = 1,652 psf Strength Level lbs = 2,858.2 8,383.9 Footing Shear @ Toe = 7.9 psi OK Moment .... Actual Footing Shear @ Heel = 32.7 psi OK Service Level ft = I Allowable = 82.2 psi Strength Level ft-#= 5,360.3 31,401.5 Sliding Calcs . Moment.....Allowable ft-# = 9,365.6 46,687.5 Lateral Sliding Force = 6,571.0 lbs • less 100% Passive Force = - 1,401.6 lbs Service Level psi = less 100% Friction Force = - 8,939.1 lbs Strength Level ps= 31.2 60.1 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2 = 91.50 139.50 Rebar Depth 'd' in= 5.25 9.00 I Masonry Data fm psi = 2,500 2,500 Fy . psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'ii' = 12.89 1289 • NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 Load Factors Building Code CBC2O16,ACl Equiv. Solid Thick. in= 7.60 11.60 I Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data • Wind, W 1.000 fc • psi = Seismic, E 1.000 Fy psi I . . Page 28 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 = Total = 25,540.4 lbs R.M. 160,439.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure caiculation. RESISTING..... Force Distance Moment lbs ft ft-# 16,148.0 6.75 108,998.7 4,500.4 6.88. 30,943.8 195.0 1,236.8 310.3 3,150.0 0.25 48.8 0.92 1,134.2 1.33 413.7 6.00 18,900.0 0.50 Title Bressi Ranch Page: 2 Job#:17081 Dsgnr: JWS Date: 7JUL 2017 Description.... Wall IA- 12' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi 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 & Streng_J j Footing Design Results Toe Width = 0.50 ft 122 Heel Width = 11.50 Factored Pressure = 4,307 1,652 psf I Total Footing Width = 12.00 Mu': Upward = 534 133,762 ft-# Footing Thickness = 21.00 in Mu': Downward = 196 124,768 ft-# Mu: Design = 338 -8,995 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.89 32.66 psi I Key Depth 0.00 in = . Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.90 in, #9@ 26. Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined I Min footing T&S reinf Area 5.44 in2 - Min footing T&S reinf Area per foot 0.45 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4c 5.29 in #4@ 10.58 in #5© 8.20 in #5@ 16.40 in #6@ 11.64 in #6@ 23.28 in I Summary of Overturning & Resisting Forces & Moments I Force Distance , Moment Item lbs ft ft-# Heel Active Pressure = 3,688.3 4.53 16,695.8 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 2,882.6 4.60 13,260.5 Added Lateral Load = Load © Stem Above Soil = ,Total 6,571.0 O.T.M. 29,956.3 Resisting/Overturning Ratio = 5.36 Vertical Loads used for Soil Pressure = 25,540.4 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I I I I I I I -n Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wail (approximate only) 0.085 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 29 'U .Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... I . Wall 1A-12' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: - I 12 Design Height, 9' exposed . Flat slope backfill . Flat slope at front Seismic NOT included I I. I , . i - ; . . I . Page 30 - Title Bressi Ranch Page: 4 Job #:17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wall 1A-12' This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in Development length for #7 bar specified in this stem design segment = 25.88 in Development length for #9 bar extending up into this stem design segment from below = 49.36 in Stem Design Segment: Bottom I Stem Design Height: 0.00 ft above top of footing Lap Splice ieigth for #7 bar extending down into this stem design segment from above = 35.00 in Lap Splice length for #9 bar specified in this stem design segment = 49.36 in Development length for #7 bar extending down into this stem design segment from above = 25.88 in Development length for #9 bar specified in this stem design segment = 49.36 in Hooked embadment length into footing for #9 bar specified in this stem design segment = 11.50 in As Provided = 1.5000in21ft As Required = 2.3771 in2lft -I ,1 I •..- I N I I Page 31 U Page 32 Title Bressi Ranch - Page: 6 Job #:17081 Dsgnr JWS Date: 7 JUL 2017 Description.... Wall IA- 12' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. Page 33 Title Bressi Ranch Page : 7 · Job# : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A-12' This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallD Concrete U Masonry 900.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 0.0 lbs I 2,700.0 lbs 4,500.0 lbs 6,300.0 lbs 8,100.0 lbs 1,800.0 lbs 3,600.0 lbs 5,400.0 lbs 7,200.0 lbs .. ,,,,,,Jc.J.. , 111.83ft ~ ~ ( ~ r,, \ 1, i ~ \ ;, " ~ \ . , .. ' t ~ ··•·· "' ' I --' 4.o, ft I ~ 1: ..• '~ D (i ··" -"' '"~··""" .. f; ~~ I f"" ., ~-, ,~ . ' ,'. ... ' ~- .. .,,-·• ··- 1 -· ...... ~ ~ ~ed Shear Diagram ·' . II 1111 n Page 34 Title Bressj Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A-12' This Wall in File: S:\17\17058 • Bressi Ranch\2-Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 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 5,190.0 ft-# 15,570.0 ft-# 25,950.0 ft-# 36,330.0 ft-# 46,710.0 ft-# 10,380.0 ft-# 20,760.0 ft-# 31,140.0 ft-# 41 ,520.0 ft-# Page 35 Title Bressi Ranch Pale: Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IA- 13.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 License To: R2H ENGINEERING, INC. . Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 Criteria I Lsoj1 Data Retained Height = W ht above soil = Wall height Slope Behind Wall = 13.33 ft 0 17 ft 0.00 Allow Soil Bearing = 5,133.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads i F—La—teral Load Applied to Stem I Adjacent -- Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 7.00 ft Lxial Load Applied to Stem _______________ (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in • Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 2,098.005 lbs Load at bottom of Triangular Distribution .......= 278.250 psf Total Service-Level Seismic Load = 1,468.604 lbs (Strength) Stem Weight Seismic Load F / W Weight Multiplier = 0.226 g Added seismic base force 221.2 lbs I I ~L I I I I I I n I I I I I I I I I Page 36 Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Descriptibn.... Wall IA- 13.5- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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 Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 4.00 Shear NG! 0.00 Overturning = 4.07 OK Wall Material Above Ht' = Masonry Concrete I Sliding = 1.27 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 30,043 lbs Rebar Size = # 8 # 9 ... resultant ecc. = 16.94 in Rebar Spacing = 8.00 8.00 I Soil Pressure @ Toe = 3,816 psf OK Rebar Placed at Design Data = Edge Edge Soil Pressure @Heel = 806 psf OK fb/FB + fa/Fa = 0.915 1.014 Allowable = 5,133 P51 Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 5,343 psf ACI Factored @ Heel = 1,128 psf Strength Level lbs= 6,342.6 12,163.4 Footing Shear @ Toe = 4.3 psi OK Moment....Actual Footing Shear@ Heel = 32.7 psi OK Service Level ft-# = Allowable = 82.2 psi Strength Level ft-#= 17,581.6 54,474.5 Sliding Calcs Moment.....Allowable ft-#= 19,219.2 53,746.9 Lateral Slid ng Force = less 100% Passive Force= 9,418.1 lbs - 1,401.6 lbs Service Level psi= I less 100% Friction Force = - 0,515.1 lbs Strength Level psi= 69.3 107.4 Added Force Req'd = ....for 1.5 Stability = 0.0 lbs OK 2,210.5 lbs NG. Shear.....Allowable Anet (Masonry) psi = in2 = 90.0 91.50 82.2 I Rebar Depth 'd' in= 5.25 9.44 Masonry Data fm Fy psi= psi = 2,500 60,000 I Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 150.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick, in= 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method J = LRFD Earth, H 1.600 Concrete Data Wind, w 1.000 fc psi= 3,000.0 I Seismic, E 1.000 Fy psi = 60,000.0 7 I 'i I I 'I 1 Page 37 Surcharge over Heel Surcharge Over Toe Sloped Soil Over Heel Surcharge Over Heel Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr JWS Date: 7 JUL 2017 - Description.... Wall IA - 13.5'- Seismic This Wall in File: S:17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 .License To: R2H ENGINEERING, INC. i - Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 1.3275 in2lft (4/3)* As: . 1.77 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy : 200(12)(9.4375)/60000: 0.3775 in2lft Min Stem T&S Reinf Area per It of stem Height: 0.288 1n2/ft 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of Two layers of: Required Area: 1.3275 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.5 in2/ft #5@ 12.92 in #5@ 25.83 in Maximum Area: 1.5342 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft Toe Heel Width = 12.50 Factored Pressure = 5,343 1,128 psf Total Footing Width = 13.00 Mu': Upward = 661 156,771 ft-# Footing Thickness = 21.00 in Mu': Downward = 98 158,335 ft-# Mu: Design = 563 1,564 ft-# Key Width = 0.00 in . Actual 1-Way Shear '= 4.29 . 32.74 psi Key Depth = 0.00 n Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = # 6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 © Btm.= 3.00 in Toe: #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8© 20.90 in, #9@ 26. Heel: Not req'd: Mu < phi*5*lam bda*sqrt(f c)*Sm Key: No key defined Min footing T&S reinf Area 5.90 in2 Min footing T&S reinf Area per foot 0.45 in2 /it If one layer of horizontal bars: . If two layers of horizontal bars: #4© 5.29 in #4@ 10.58 in #5@ 8.20 in #5@ 16.40 in #6@ 11.64 in #6@ 23.28 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# . lbs ft ft-# Heel Active Pressure . = 4,548.1 5.03 22,861.9 Soil Over Heel = 19,928.4 7.25 144,480.5 Adjacent Footing Load = 3,180.2 5.60 17,820.0 Added Lateral Load = Load @ Stem Above Soil = I Seismic Earth Load = 1,468.6 5.03 7,382.2 Seismic Stem Self Wt = 221.2 7.60 1,681.5 Total 9,418.1 O.T.M. 49,745.6 I Resisting/Overturning Ratio = 4.07 Vertical Loads used for Soil Pressure = 30,043.2 lbs If seismic is included, the OTM and sliding ratios I be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT consideed in the calculation of Overturning Resistance. I I I I I I I I I I I 1 I I I I Adjacent Footing Load = 4,705.1 7.25 34,111.8 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = ' 195.0 0.25 , 48.8 Surcharge Over Toe = - Stem Weight(s) = 1,398.0 0.90 1,265.0 Earth @ Stem Transitions= 404.3 1.33 539.1 Footing Weighi = 3,412.5 6.50 22,181.3 Key Weight = 0.50 - Vert. Component = Total = 30,043.2 lbs R.M.= 202,626.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Page 38 Title Bross! Ranch - Page: 4 Job # : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IA- 13.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approdmate only) 0.110 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I / I I 1 I I I - I Page 39 - Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr JWS Date: 7 JUL 2017 Description.... I .Wall IA - 13.5- Seismic (. This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 License To: R21-11 ENGINEERING, INC. DESIGNER NOTES: I 13.5' Design Height, 10.5' exposed . Flat slope backfill Flat slope at front Seismic included .., . . . . I. .., . I ..- I 0 0• -- I I 0 I 0 0.0 I .'... . I ... I 0, 0000 0 I 0 0 0 Page 40 1 Title Bressi Ranch Page: 6 - Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IA- 13.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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: R21-11 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing Lap Splice length for #8 bar specified in this stem design segment = 40.00 in Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in Development length for #8 bar specified in this stem design segment = 39.00 in Development length for #9 bar extending up into this stem design segment from below = 49.36 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #8 bar extending down into this stem design segment from above = 42.72 in Lap Splice length for #9 bar specified in this stem design segment = 48.06 in Development length for #8 bar extending down into this stem design segment from above = 32.86 in Development length for #9 bar specified in this stem design segment = 36.97 in Hooked embedment length into footing for #9 bar specified in this stem design segment = 15.27 in As Provided = 1.5000 in2/ft As Required = S 1.3275 in2/ft I I I I , I S I I I I Page 41 'A I .: Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... - Wall IA- 13.5'- Seismic Page:7 Date: 7JUL 2017 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 I License: KW-06057955 Cantilevered Retaining Wall License To: R2H ENGINEERING. INC. Code: CBC 2016,ACI 318-14,ACI 530-13 Page 42 Title Bross! Ranch - - Page: 8 Job #:17081 Dsgnr JWS - . Date: 7 JUL 2017 Description.... Wail IA- 13.5'- Seismic This Wall in File: S:\17\17058 - Brèssi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r 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: 112H ENGINEERING, INC. ........ ..- ..... ... . ...I I 1 dj fi L6ad`AtX X Ecc0' from CL I I /11 1 \T p= 141 e.>/' .............. • S certerh pazra U t0 .............................. .. . ... . ... . . .. .- CO....................................... ...................... .. . . . . . w . . . . . - I I Page 43 Title Bressj Ranch Page: 9 Job# : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A-13.5' -Seismic This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\1.7058 -bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallD Concrete U Masonry Designer to determine bar cutoff locations 1,270.0 lbs 3,810.0 lbs 6,350.0 lbs 8,890.0 lbs 11,430.0 lbs o.o lbs I 2,540.0 lbs 5,080.0 lbs 7,620.0 lbs 10,160.0 lbs 1;3:33.ft ,, ,., .. ~} ~!. I t :* 1· '.{ ~: ~-w ' ::. >• \': :t ~1 [ 4.00 ft n 111 ft Page44 Title Bressj Ranch Page: 10 Job# : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1A-13.5'. Seismic This Wall in File: S:\ 17\ 17058 · Bressi Ranch\2 • Cales (In SO 07112017 and in SLC)\ 17058 · bressi r RetalnPro (c) 1987-2017, Bulld 11.17.0<4.04 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 detennine bar cutoff locations 5,970.0 ft-# 17,910.0 ft-# 29,850.0 ft-# 41,790.0 ft-# 53,730.0 ft-# 11,940.0 ft-# 23,880.0 ft-# 35,820.0 ft-# 47,760.0 ft-# Page 45 Thickness = 8.00 12.00 Reber Size = # 8 # 9 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa . = 0.740 0.844 Total Force @ Section Service Level lbs = Strength Level lbs = 5,359.1 10,208.1 Moment .... Actual Service Level ft-# Strength Level ft-#= 14,227.4 45,341.2 Moment.....Allowable ft-#= 19,219.2 53,746.9 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in= 7.60 = Normal Weight = LRFD psi = 3,000.0 psi = 60,000.0 Title Bressi Ranch Page: 1 Job # : 17081 Dsgnr JWS Date: 7 JUL 2017 Description.... Wall IA- 13.5' (In SD 07112017 and in SLC)\17058 - bressi Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 This Wall in File: S:\1 7\17058 - Bressi Ranch\2 - Caics RetainPro (c) 1967-2017, Build 11.17.04.04 License : KW-06057955 License To: R2H ENGINEERING, INC. - l__,__._ Criteria Son uata Retained Height = 13.33 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in . Passive Pressure = 130.0 psflft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in _Sur_______________ charge Loads Lateral Load Applied to Stem . _____ rAdjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding '& Overturning ...Height to To = 0.00 ft Footing Width = 3.00 ft * Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 7.00 ft Axial Load Applied to Stem (Service Level) Footing Type . Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary Stem Construction 2nd Bottom Stem OK Shear NGi Wall Stability Ratios Design Height Above Ft9 ft = 4.00 0.00 Overturning = 4.98 OK Wall Material Above "Ht" = Masonry Concrete Sliding = 1.54 OK Design Method = LRFD LRFD Total Bearing Load = 30,043 lbs resultant ecc. = 13.32 in Soil Pressure © Toe = 3,495 psf OK Soil Pressure © Heel = 1,127 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,892 psf ACI Factored © Heel = 1,578 psf Footing Shear © Toe = 4.3 psi OK Footing Shear @ Heel = 35.6 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 7,728.3 lbs less 100% Passive Force = - 1,401.6 lbs less 100% Friction Force = - 10,515.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing I I I I I I I I I I L 17 Service Level psi = Strength Level psi = 58.6 90.1 Shear.....Allowable psi= 90.0 82.2 Anet (Masonry) in2 = 91.50 Rebar Depth 'd' in= 5.25 9.44 Masonry Data I'm psi= 2,500 Fy psi = 60,000 Solid Grouting = Yes Modular Ratio 'n' = 12.89 Wall Weight psf = 84.0 150.0 Load Factors Building Code CBC 2016,ACI Dead Load I 1.200 Live Load 1.600 Earth, H 1.600 Wind, W . 1.000 Seismic, E I 1.000 I Page 46 - Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JJL 2017 Description.... Wall IA-13.5' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In 5007112017 and in SLC)\17058 - bressi r 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. Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 1.105 in2/ft (4/3) * As: 1.4733 in2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy: 200(12)(9.4375)/60000: 0.3775 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.288 in2/ft 0.0018bh : 0.0018(12)(12): 0.2592 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 1.105 in2/ft #4@ 8.33 in #4@ 16.67 in Provided Area: 1.5 in2/ft #5@ 12.92 in #5@25.83 in Maximum Area: 1.5342 in2/ft #6@ 18.33 in #6@ 36.67 in Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft im 1:1QI Heel Width1' = 12.50 Factored Pressure = 4,892 1,578 psf Total Footing Width = 13.00 Mu': Upward = 606 168,992 ft-# Footing Thickness = 21.00 in Mu': Downward = 98 158,335 ft-# Mu: Design = 508 -10,657 ft-# Key Width = 0.00 in Actual1-Way Shear = 4.29 35.58 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 5.29 in, #5© 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.90 in, #9© 26. Heel: #4@ 5.29 in, #5@ 8.20 in, #6@ 11.64 in, #7@ 15.87 in, #8@ 20.90 in, #9@ 26. Key: No key defined Min footing T&S reinf Area 5.90 in2 Min footing T&S reinf Area per foot 0.45 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.29 in #4@ 10.58 in #5@ 8.20 in #5@ 16.40 in #6@11.64in #6@23.28in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 4,548.1. 5.03 22,861.9 Soil Over Heel = 19,928.4 7.25 144,480.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 3,180.2 5.60 17,820.0 Adjacent Footing Load = 4,705.1 7.25 34,111.8 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 195.0 0.25 48.8 Surcharge Over Toe = Total 7,728.3 O.T.M. 40,681.9 Stem Weight(s) = 1,398.0 0.90 1,265.0 Earth @ Stem Transitions= 404.3 1.33 539.1 = ' = Footing Weight = 3,412.5 6.50 22,181.3 Resisting/Overturning Ratio = 4.98 Key Weight = 0.50 Vertical Loads used for Soil Pressure = . 30,043.2 lbs Vert. Component = Total = 30,043.2 lbs R.M. 202,626.4 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning 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. Page 47 I I I I I I I I 1 I I I I I I I I ritie Bressi Ranch - ; Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... I s Wall IA-13.5' This Wall in File: S:\17\17058 - Bressi Ranch2 - Calm (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 - , Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14,ACI 530-13 I License To: R21-1 ENGINEERING, INC. Tilt Horizontal Deflection at Top of Wall due to settlement of soil I . (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defi @ Top of Wall (approdmate only) 0.101 in The above calculation is not valid if the heel soil bearing Pressure exceeds that of the toe, because the wail would then tend to rotate into the retained soil. , 1 I - I I- I . I . I JL I - Page 48 Title Bressi Ranch Paga: 4 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wall 1A-13.5' 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. DESIGNER NOTES: 13.5 Design Height, 10.5' exposed Flat slope backfill Flat slope at front Seismic NOT included I I S I I I i I I / I Page 49 I I Title Bressi Ranch Page : 5 Job #:17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... I . Wail IA- 13.5' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetainPro (c) 1987-2017,. Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Rebaj Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 4.00 ft above top of footing Lap Splice length for #8 bar specified in this stem design segment = , 40.00 in I Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in Development length for #8 bar specified in this stem design segment = . 39.00 in Development length for #9 bar extending up into this stem design segment from below = 49.36 in I Stem Design' Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #8 bar extending down into this stem design segment from above = 42.72 in Lap Splice length for #9 bar specified in this stem design segment = 48.06 in Development length for #8 bar extending down into this stem design segment from above = 32.86 in I Development length for #9 bar specified in this stem design segment = 36.97 in Hooked embedment length into footing for #9 bar specified in this stem design segment = 12.71 in I .As Provided = As Required = . . 1.5000 in2/ft 1.1050in2lft I I '• H . H I. .,,.. I . .... I.' .:. I . . I Title Bressi Ranch Page: 6 Job#:17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wall IA- 13.5' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calm (In SD 07112017 and in SLC)\17058 - bressi 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. 8w1#8@8 • ... ., • .,. . ,. . 34!' IT 3 :.k . ., . •• = . .• . •.. . . ••. . . 12'WI9@8 ..- ....... DOO In 13-U #716" iffHeel . . . . . . ... . . ., . .••. Page 5 Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IA- 13.5' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 LI ei .ii IM Page 52 I I I I I I I I I I I n I I I I I I I Title • Bressi Ranch Job#: 17081. Ds.9nr: JWS Description .... Page: 8 Date: 7 JUL 2017 Wall 1A-13.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete 1J Masonry Designer to determine bar cutoff locations O,O lbs 1,100.0 lbs 3,300.0 lbs 5,500.0 lbs 7,700.0 lbs 9,900.0 lbs I 2,200.0 lbs 4,400.0 lbs 6,600.0 lbs 8,8QO.O lbs 13:33 ft r \' ,, I r . (' l ., 1, l I• L l\ I ,, ]i ~: [.;...., [ " '"'1"'~·""1l"' i~ t ' "" ~ I' '"'""'" , , -.,; H ' i\ ~ l 4.vu Tt " ·,, ~ ... -1..-f~t-t iµ ' ..• ' ....... "' ii ' I' 1.:.., .. Ji . .. '"'· )11.'1,j ~"'"F'li .. ~~ t .,Fi !l •··• t ;, .... ~ ,,,,_ A .... f; ·~.-~ .. Applied Shfar Oiagrant,"" l ' ~ r ll uu It Page 53 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 9 Date: 7 JUL 2017 Description .... Wall 1A-13.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Masonry Designer to determine bar cutoff locations 5,970.0 ft-# 17,910.0 ft-# 29,850.0 ft-# 41,790.0 ft-# 53,730.0 ft-# 11 ,940.0 ft-# 23,880.0 ft-# 35,820.0 ft-# 47,760.0 ft-# Page 54 Title Bressi Ranch Page: 1 Job # : 17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall I - 05'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 Ucense: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 3,833.0 psf Wall height above soil - 0.00 g a - Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = - Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density Heel = 13000 pcf Soil Density Toe = 13000 pcf FootingliSoil Friction = 0.350 Soil height to ignore - - for passive pressure = 12.00 in '-• - _-- Surcharge Loads 1==1Lateral Load Applied to Stem • [Adjacent Footing Load -- Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #ift Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 300 ft Surcharge Over Toe' = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist 7.00ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil at Back of Wall = -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio - ° - 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Total Strength-Level Seismic Load = 378.000 lbs Load at bottom of Triangular Distribution .......= 126.000 psf Total Service-Level Seismic Load = 264.600 lbs (Strength) Stem Weight Seismic Load F, / W, Weight Multiplier = 0.226 g Added seismic base force 66.4 lbs Page 55 I Title Bressi Ranch Job #: 17081 Dsgnr: JWS - flncrrintinn - Page: 2 Date: 13 JUN 2017 I . Wail IB-05'-Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 " License To: R2H ENGINEERING, INC. Design Summary Stem Construction Bottom Stem OK ' Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 3.26 OK Wall Material Above "Ht" = Masonry Sliding = 1.21 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 Total Bearing Load = 3,392 lbs Rebar Size = # 4 I resultant ecc. = 7.28 in Rebar Spacing = 24.00 Soil Pressure @ Toe = 1,363 psf OK Rebar Placed at Design Data = Edge Soil Pressure @ Heel = 144 psf OK fb/FB + fa/Fa = 0.903 Allowable = 3,833 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 1,908 psf ACI Factored @ Heel = 202 psf Strength Level lbs = 1,328.1 i Footing Shear @ Toe = - i 6.0 psi OK Moment....Actual I Footing Shear Heel = 4.1 psi OK . Service Level ft-# Allowable - 82.2 psi Strength Level ft-#= 2,077.1 'Sliding Calcs . Moment.....Allowable = 2,300.0 Lateral Sliding Force . 1,406.0 lbs less 100% Passive Force = - 520.0 lbs Service Level psi = less 100% Friction Force = - 1,187.1 lbs Strength Level psi = 14.5 Added Force Reqd = 0.0 lbs OK Shear.....Allowable psi = 90.0 ....for 1.5 Stability = 401.9 lbs NG Anet (Masonry) in2 = 91.50 I Rebar Depth 'd' in= 5.25 Masonry Data I'm psi= 2,500 Fy • psi = 60,000 I. Solid Grouting = Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 Load Factors Building Code CBC 2016,ACI - Equiv. Solid Thick. in = 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H - 1.600 Concrete Data I Wind, W 1.000 fcP5 Seismic, E 1.000 Fy psi= I . . .- .. I - - I -• - r Ii * I Page 56 L Footing Design Results IQQ Factored Pressure = 1,908 202 psf Mu': Upward = 231 3,463 ft-# Mu': Downward = 103 5,867 ft-# Mu: Design = 128 2,404 ft-# Actual 1-Way Shear = 5.97 4.12 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 @ 18.00 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, #@ 46 Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Key: No key defined Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 4.00 Total Footing Width = 4.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.50 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = - 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in I I Title Bressi Ranch Job #:17081 Dsgnr JWS Description.... Wall lB - 05'- Seismic 'Page:3 Date: 13 JUN 2017 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In 5007112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 license: w.60i95 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 Min footing T&S reinf Area 1.17 in2 - Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in. #6@ 40.74 in I I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 2,166.7 2.83 6,138.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 354.9 0.74 263.8 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 264.6 2.00 529.2 Soil Over Toe = 130.0 0.25 32.5 Seismic Stem Self Wt = 66.4 3.50 232.6 Surcharge Over Toe = Total 1,406.0 O.T.M. 2,465.6 Stem Weight(s) = 420.0 0.83 350.0 Earth © Stem Transitions= = = Footing Weighi = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 3.26 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 3,391.7 lbs Vert. Component = Total = 3,391.7 lbs R.M. 8,040.1 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overtuming be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Too of Wall duJto settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.042 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 57 1 I - II 1 V . Title Brass! Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... V V Wall lB -05'- Seismic V This Wall in File: S:\17\17058 - Bressi Ranch2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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: 1121-11 ENGINEERING, INC. DESIGNER NOTES: - 5 Design Height, 3 exposed Flat slope backfill Flat slope at front V Seismic included V V Load from adjacent building footing V V V VV V VVV HI V VV V V, V I. V V V V I I 'V :1 Page 58 Title Bressi Ranch Page: 5 Job#:17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall lB - 05'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 License To: R2H ENGINEERING, INC. 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 = 20.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = 0.1000 in2lft As Required = 0.2738 in2/ft I Title Bress, Ranch Page: 6 Job #: 17081 Dsgnr JWS Date: 13 JUN 2017 Description.... Wall lB - OS'. Seismic This Wall in File: S:\17\17058 - Bressi Ranch2 - Caics (In SD 07112017 and in SLC)\17058 - bressi eTaunrro(c)1e,-u1(, UIIa11.11.U4.U4 License : KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. [1 I I Page 60 [1 I I FI i I I I Title Bressi Ranch Page: 7 Job #:17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall I B - 05' - Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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: R21-11 ENGINEERING, INC. Page 6 Title Brass! Ranch Job# : 17081 Dsgnr: JWS Description .... Wall 1B • 05' • Seismic Page : 8 Date: 13 JUN 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallD Concrete D Masonry 130.0 lbs 0.0 lbs -b.UU ft ... IJ' } ~· !1' ,: . ., \ \.. 260.~ lbs 1: "' "· " ~· .. .,,.,. .. :, ~ ;, :· ; ' . i,• ,. ~ '"''""· r ?, I Applied Shear Diagrant ' n "' " Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 390.0 lbs 650.0 lbs 910.0 lbs 1,170.0 lbs 520.0 lbs 780.0 lbs 1,040.0 lbs ' ~ :"' ·-· "" ~ ~ '-..._. Page 62 Title Bress! Ranch Job#: 17081 Dsgnr: JWS Description .... Wall 18 -05' -Seismic Page : 9 Date: 13 JUN 2017 This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry 260.0ft-# 0.0 ft-# 520.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 780.0 ft-# 1,300.0 ft-# 1,820.0 ft-# 2,340.0 ft-# 1,040.0 ft-# 1,560.0 ft-# 2,080.0 ft-# Mu= 2, MnPhi = Page 63 Lateral Load Applied to Stem Lateral Load = 0.0 #111 ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - -2.0 2 Oft Poisson's Ratio = 0.300 Construction - Bottom Stem OK Design Height Above Ftg ft= 0.00 Wall Material Above "Ht" = Masonry Design Method = LRFD LRFD Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fbIFB + fa/Fa = 0.610 Total Force @ Section Service Level lbs = Strength Level lbs = 970.7 Moment .... Actual Service Level ft-#= Strength Level ft-# = 1,402.3 Moment.....Allowable = 2,300.0 Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= 10.6 :P5i_1 90.0 in2 91.50 in 5.25 psi= 2,500 psi= 60,000 = Yes = 12.89 psf= 84.0 U Title Bressi Ranch . Page: 1 Job#:17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wail IB-05' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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 Criteria j Soil Data r Retained Height = Wall height above soil = Slope Behind Wall = Height of Soil over Toe = 5.00 ft 0.00 ft 0.00 24.00 in Allow Soil Bearing = 2,875.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft = Passive Pressure = 130.0 psf/ft I . Water height over heel = 00 ft Soil Density Heel = 13000 pcf Soil Density Toe = 13000 pcf FootingliSoil Friction = 0.350 Soil height to ignore = 12.00 in for passive pressure LSurcharge Loads 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 = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in [bsign Summary Wail Stability Ratios. Overturning = 4.72 OK Sliding = 1.59 OK Total Bearing Load = 3,392 lbs resultant ecc. = 4.58 in Soil Pressure @ Toe = 1,137 psf OK Soil Pressure @ Heel = 370 psf OK Allowable = 2,875 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,592 psf ACI Factored © Heel = 518 psf Footing Shear © Toe = 4.6 psi OK Footing Shear © Heel = 1.4 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,074.9 lbs less 100% Passive Force = - 520.0 lbs less 100% Friction Force = - 1,187.1 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing I I I I I I L I I I I 1 Load Factors - Building Code I Dead Load Live Load Earth, H Wind, W I Seismic, E 1 CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy in= 7.60 = Normal Weight = LRFD psi= psi = Page 64 Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall 1B-05' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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 Footing Design Results Toe Width = 0.50 ft im Heel Width = 4.00 Factored Pressure = 1,592 518 psf Total Footing Width = 4.50 Mu': Upward = 194 4,352 ft-# Footing Thickness = 12.00 in Mu': Downward = 103 5,867 ft-# Mu: Design = 92 1,515 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.59 11.44 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 @ 16.00 in ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu <phi*5*Iambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area. 1.17 in2 Min footing T&S reinf Area per foot 0.26. in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft fl-# Heel Active Pressure = 720.0 2.00 1,440.0 Soil Over Heel = 2,166.7 2.83 6,138.9 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 354.9 0.74 263.8 Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 - Surcharge Over Toe = Total 1,074.9 O.T.M. 1,703.8 Stem Weight(s) = 420.0 0.83 350.0 Earth @ Stem Transitions = = = Footing Weighi = 675.0 2.25 1,518.8 Resisting/Overturning Ratio = 4.72 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 3,391.7 lbs Vert. Component = Total = 3,391.7 lbs R.M.= 8,040.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.035 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 65 I 1 Title Bressi Ranch Page: 3 Job #:17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... I Wail lB - OS' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RotainPro (c) 1987-2017, Build 11.17.04.04.- License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016 ACi 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. DESIGNER NOTES: I 5 Design Height, 3 exposed Flat slope backfill Flat slope at front I Load Seismic NOT included from adjacent building footing . 1 . 1 . I .. .. . I' 1 •H H -- - HTM I I- - Page 66 Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall IB-05' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Cpde: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. 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 = 20.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided = '0. 1000 in2/ft As Required = 0.1849 in2lft - '.1 I • I 'I. I .1 'I I $ 'I - • I 1 • Page 67 I Title Bross! Ranch Page: 5 Job#:17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... I Wall I - 05 This Wallin File: S:\17\17058 - Bressi Ranch\2 - Calcs(ln SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987.2017. Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14ACI 530-13 License To: R21-1 ENGINEERING, INC. I om • Solid Grout I 2 I I . I '3— #4i1&in I :.loe A I 6 ---a 4-O I I I I U Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 13 JUN 2017 Description.... Wall lB - 05' This Wall in File: S:17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r on 8 : KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,AC1318-14,AC1530-13 License To: R2H ENGINEERING, INC. 11 Page 69 Title Bressl Ranch Job#: 1708i' Dsgnr: JWS Description .... Wall 18-05' Page : 7 Date: 13 JUN 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry 100.0 lbs 0.0 lbs ··-·- 5.00 ft t !• \ t # ~ '·' ,•, ... 200.0 lbs ,,, .. , \ ' " ~· ~ Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 '' Designer to determine bar cutoff locations 300.0 lbs 500.0 lbs 700.0 lbs 900.0 lbs 400.0 lbs 600.0 lbs 800.0 lbs Ir, L Ii ,. ...• •"<·}ffl ......... -,.., 1: .. :, ~ 1: f: ~ ~; ~. t l.s• ., •• -·-·-""'''"' ~ ·- lib ~ '!: l~ . ~~ 'I ( !AJ>plied Sh~ Olag~ r--..... " . . j o nn ft Page 70 Title Bressj Ranch Job#: 17081 Dsgnr: JWS Description .... Wall 18 • 05' Page : 8 Date: 13 JUN 2017 This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry 260.0 ft-# 0.0 ft-# 520.Q ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 780.0 ft-# 1,300.0 ft-# 1,820.0 ft-# 2,340.0 ft-# 1,040.0 ft-# 1,560.0 ft-# 2,080.0 ft-# Mu= 1, MnPhi = Page 71 I I Wall Title Bross! Ranch ,4ob#:17081 Dsgnr: JWS Date: Description.... I B - 6.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 1 7 JUN 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: R21-1 ENGINEERING, INC. I Criteria Soil Data -- - - - , Retained Height = 6.67 ft Allow Soil Bearing = 5,233.0 psf I Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = • Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf I Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 I Soil height to ignore for passive pressure - = 12.00 in I NO Su __ rchargeLoads _________ Lateral Load Applied to Stem • rAdjacent _FootingLoad - I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 6,000.0 lbs ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in UsedforSliding&Overturning Load Type = Wind (W) Wail to Ftg CL Dist = 7.00 ft 11 AxialLoadAppliedtoStem (Service Level) Footing Type Line Load R Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 '. Axial Load Eccentricity = 0.0 in EarthPressureSeismicLoad / Method : Triangular Total Strength-Level Seismic Load = 685.983 lbs 1 Load at bottom of Triangular Distribution (Strength) 173.250 psf Total Service-Level Seismic Load = 480.188 lbs Stem Weight Seismic Load F, I W Weight Multiplier = 0.226 g Added seismic base force 90.9 lbs I. .1 I I I I ( I. I Page 72 I in= 5.25 5.25 Rebar Depth 'd' Masonry Data - f'm Fy Solid Grouting Modular Ratio 'n' Wall Weight I Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy psi = 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf = 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi= psi= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 ( Title Bressi Ranch • Page: 2 Job #: 17081 Dsgnr: JWS Date: 7JUN 2017 Description.... Wall lB -6.83'- Seismic 1' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Cabs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW-0657955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.00 0.00 Overturning = 5.59 OK Wall Material Above "Ht" = Masonry Masonry 1 Sliding = 1.31 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 9,034 lbs Rebar Size = # 4 # 6 resultant ecc. = 1.80 in Rebar Spacing = 24.00 16.00 1 Soil Pressure @ Toe = 1,457 psf OK Rebar Placed at Design Data = Edge Edge Soil Pressure @ Heel = 1,125 psf OK fb/FB + fa/Fa = 0.742 0.788 Allowable = 5,233 psf ' Total Force @ Section 1 Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 2,039 psf AC! Factored @ Heel = 1,574 psf Strength Level lbs = 1,116.1 2,965.6 Footing Shear @ Toe = 5.0 psi OK Moment .... Actual Footing Shear@ Heel = 21.2 psi OK Service Level ft-# = I Allowable - = 82.2 psi Strength Level ft-#= 1,705.8 5608.4 Sliding Cates Moment.....Allowable ft-#= 2,300.0 7,115.6 Lateral Sliding Force = 2,883.1 lbs less 100% Passive Force = - 621.6 lbs Service Level psi= less 100% Friction Force = - 3,161.8 lbs Strength Level psi = 12.2 32.4 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = 541.3 lbs NG Anet (Masonry) in2 = 91.50 91.50 1 I I I Page 73 Summary of Overturn! RPM 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 I I I I RESISTING..... Force Distance Moment lbs ft ft-# 5,057.3 4.08 20,650.7 1,959.5 5.67 11,102.6 130.0 0.25 32.5 574.5 0.83 478.7 1,312.5 3.50 4,593.8 0.50 I Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... j . Wall 18 - 6.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcense:KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths ! I Footing Design Results - Toe Width = 0.50 ft Toe fj I Heel Width = 6.50 Factored Pressure = 2,039 1,574 psf Total Footing Width = 7.00 Mu': Upward = 254 28,983 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 22,759 ft-# Mu: Design = 142 -6,224 ft-# Key Width = 0.00 in Actual 1 -Way Shear = 5.01 21.25 psi I = Key Depth 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 © 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd I Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.0 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 I 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 Mm footing T&S reinf Area Mm 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 ing & Resisting Forces & Moments OVERTURNING.... Force Distance Moment lbs ft ft-# 1,254.2 2.64 3,310.7 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = 1,057.8 1.51 1,592.9 Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = 480.2 2.64 1,267.5 Soil Over Toe = 90.9 4.67 424.4 Surcharge Over Toe = 2,883.1 O.T.M. 6,595.5 Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = = 5.59 Key Weight = 9,033.8 lbs Vert. Component = I Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.27 in2 0.32 in2 /ft If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in Total = 9,033.8 lbs R.M.= 36,858.3 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning I be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I . Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.040 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I - Page 74 Title Bressi Ranch Page: 4 Job # : 17081 Dsgnr JWS Date: 7 JUN 2017 Description.... Wail I B - 6.83' - Seismic 1 This Wall in File: S:\17\17058 - Bressi Ranch\.2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACi 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 11 6.83' Design Height, 5' exposed Flat slope backfill . Flat slope at front Seismic included Load from adjacent building footing I .1 H I 1 I I I . I I I Page 7.3 I I . Title Bressi Ranch'. ' - Page: 50 ,.. Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I WaIl I - 6.83' - Seismic This Wall in File: S:\1.7\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r - 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. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = . 20.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = . 12.00 in length for #6 bar extending up into this stem design segment from below = 19.01 in IDevelopment 0 Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing 0 I Lap Splice length for #4 bar extending down into this stem design segment from above = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 0 12.00 in I Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0 As Required = ' 0.3300 in2lft 0.7394 in2/ft 1 . . 0 0 1 • -. U 0 Page 76 Title Bress/ Ranch Page : 7 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 B • 6.83' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressl r RetalnPro (c) 1987-2017, Build 11.17.o.4.04 License : KW-06057955 License To : R2H ENGINEERING INC. Fp= e21.56# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Adj Ftg Load =6000# Ecc.=()" from CL 2312# 480# 91# • Seis.mic latsal earth pre.sswe D Sel:!omicdue to stem self weight Page 78 Title Bressj Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 18 • 6.83' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete 1J Masonry 300.0 lbs o~o lbs 6.114ft " '" t>.ti{ ft ,~ ~ 1 ~ r f ;; \ ,, ~ ~ w !: 600.0 lbs ·r ... ,: ~ ,, :'.! '" ~' .,...,m 'll'/, ".,. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 " Designer to detennine bar cutoff locations 900.0 lbs 1,500.0 lbs 2.100.0 lbs 2,700.0 lbs 1,200.0 lbs 1,800.0 lbs 2,400.0 lbs ., I 1, I' ; ·~ I: . t: ' " ~.UV ft -' ' " '-) .J f "~ 1," " \; ~'. '1, \· """'"""-~··.·-·'"""' • .,, r·, Ii !'. ,, ~ I, k ~ ' ~ ~Rlied st,iar Diagra"'1 ~ ~· i " 0 00 ft Page 79 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 18. 6.83'. Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987·2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to detennine 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 80 Soil Pressure @ Toe = 1,249 psf OK Soil Pressure @ Heel = 1,332 psf OK Allowable = 3,925 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,749 psf ACI Factored @ Heel = 1,864 psf Footing Shear @ Toe = 4.0 psi OK Footing Shear @ Heel = 23.3 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 2,312.0 lbs less 100% Passive Force = - 621.6 lbs less 100% Friction Force = - 3,161.8 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 2nd Bottom Stem OK Stem OK 2.00 0.00 Masonry Masonry LRFD LRFD 8.00 8.00 #4 #6 24.00 16.00 Edge Edge 0.484 0.574 785.8 2,349.3 1,112.4 4,082.9 2,300.0 7,115.6 psi= psi= 8.6 25.7 psi = 90.0 90.0 in2= 91.50 . 91.50 in= 525 5.25 psi = 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf = 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi= psi = Title Bressi Ranch . Page: 1 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1 - 6.83' . I This Wallin File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1937-2017, License : 7:55 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC2OI6,AC1318-14,AC1530-13 I License To: 112H ENGINEERING, INC. Criteria I [-Soil Data . : -_.--- Retained Height = 6.67 ft Allow Soil Bearing = 3,925.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 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 = 0.0 lbs Axial Load Eccentricity = 0.0 in [Design Summary Wall Stability Ratios Overturning = 7.52 OK Sliding = 1.64 OK Total Bearing Load = 9,034 lbs resultant ecc. = 0.45 in Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 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 = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fy Solid Grouting Modular Ratio 'n' Wall Weight Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - - 2 0 ft Poisson's Ratio = 0.300 I I I I I I I I I -I I I Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Concrete Data Wind, W 1.000 fc Seismic, E 1.000 Fy Page 81 1 Soil Over Heel = Sloped Soil Over Heel = Surchérge 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 Weighi = Key Weight = Vert. Component = 5,057.3 4.08 20,650.7 1,959.5 5.67 11,102.6 130.0 0.25 32.5 574.5 0.83 478.7 1,312.5 3.50 4,593.8 0.50 Title Bressi Ranch Page: 2 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1 - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths _Footing Design Results Toe Width = 0.50 ft 122 jj Heel Width = 6.50 Factored Pressure = 1,749 1,864 psf Total Footing Width = 7.00 Mu': Upward = 219 30,179 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 22,759 ft-# Mu: Design = 107 -7420 ft-# Key Width = 0.00 in Actual 1-Way Shear = 4.03 23.29 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @-Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6© 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area 2.27 1n2 (I. Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4© 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,254.2 2.64 3,310.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 1,057.8 1.51 1,592.9 Added Lateral Load = Load @ Stem Above Soil = Total = 9,033.8 lbs R.M. 36,858.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. 1 I I I I I I I LI I Total 2,312.0 O.T.M. 4,903.6 I Resisting/Overturning Ratio = 7.52 Vertical Loads us led forSoil Pressure = 9,033.8 lbs Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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. I Page 82 Title Bressi Ranclt Page 3 Job # :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... - Wall 1 I - 6.83' 1 This Wallin File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. DESIGNER NOTES: 6.83' Design Height, 5' exposed I Flat slope backfill Flat slope at front Seismic NOT included Load from adjacent building footing I .1 I u I I I I - I I I H I Page 83 I . .Title Bressi Ranch . Page: 4 Job #:17081 Dsgnr JWS Date: 7 JUN 2017 Description.... I Wall I -6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r . . RetainPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 I License To: 112H ENGINEERING, INC. . Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = . 20.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 1 30.00 in Development length for #4 bar specified in this stem design segment= 12.00 in length for #6 bar extending up into this stem design segment from below = 19.01 in I Development Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #4 bar extending down into this stem design segment from above = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in I Development length for #6 bar secifled in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in I As Provided = . As Required = 0.3300 in2lft 0.5383 in2lft / I I.. I - Page 84 'Title* Bressi Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall lB - 6.83' 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. / Wk 77 SolidGrdut I:. #4i'': Gii c:. @ Heel .1, , Page 85 - Title Bre'ssi Ranch Page: 6. Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail IB-6.83' - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 . License :KW.06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: 112H ENGINEERING, INC. Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page: 7 Date: 7 JUN 2017 Description .... Wall 1 B • 6.83' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 wanu Concrete D Masonry Designer to determine bar cutoff locations 0.0 lbs 250.0 lbs 750.0 lbs 1,250.0 lbs 1,750.0 lbs 2,250.0 lbs I 500.0 lbs 1,000.0 lbs 1,500.0 lbs 2,000.0 lbs 6.84 fl 6.67 ft I'. I• f I' t I. ·" . ' ' I, I '.i I' !? [; h·, r: ; \ ' r\ ,, I, [',: It ; ~ I ~ :,, ,,., , \ I: ,: ~ 1· j: I ,, 2.uu ft h h.: ! ,, ., : ·:. Applied Stl!ar Oiagra"\ ,I 1£ > ,, ,. 'T '" ft Page 87 Title Bressj Ranch Page: 8 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 B • 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Bulld 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 790.0 ft-# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# 1,sao.o ft-# 3, 1ao.o ft-# 4,740.0 ft-# I a,320.0 ft-# Page 88 RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: 112H ENGINEERING, INC. Criteria I [!oil Data Retained Height = 8.67 ft Allow Soil Bearing = 5,133.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads I LLateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem 0 (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity . 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - - 2 0 ft Poisson's Ratio = 0.300 Title Bressi Ranch Job#:17081 Dsgnr: JWS Description.... Wall IB-8.83'-Seismic Page: 1 Date: 7 JUN 2017 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r Method Triangular Total Strength-Level Seismic Load = 1,015.560 lbs Load at bottom of Triangular Distribution .......= 204.750 psf Total Service-Level Seismic Load = 710.892 lbs (Strength) Stem Weight Seismic Load • F1 / W, Weight Multiplier = 0.226 g Added seismic base force 138.2 lbs Page 89 1 1 : ç I : Title Bressi Ranch Page 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I : Wall lB - 8.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.e4.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACt 530-13 I License To: R21-1 ENGINEERING, INC. - Design Summary Stem Construction 2nd Bottom - Stem OK Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 2.67 0.00 I Overturning, = 5.20 OK Wall Material Above I1t"V = Masonry Masonry Sliding = 1.24 Ratio < 1.51 Design Method : = LRFD LRFD . Thickness = : 8.00 12.00 Total Bearing Load = 14,642 lbs Rebar Size = # 5 # 5 I resultant ecc. . = 5.62 in Rebar Spacing : = 16.00 8.00 - Soil Pressure @ Toe = 2,135 psf OK Rebar Placed at = Design Data Edge Edge Soil Pressure @ Heel = 1,119 psf OK fb/FB + fa/Fa = 0.743 0.799 Allowable = 5,133 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level: lb = ACt Factored @ Toe = 2,989 psf ACI Factored @ Heel = 1,567 psf Strength Level lbs= 2,208.5 5,546.0 • Footing Shear © Toe = 8.4 psi OK . Moment .... Actual Service Level ft-#= Footing Shear@ Heel = 31.6 Psi OK Strength Level ft-#= 3,830.5 13,973.9 Allowable = 82.2 psi Sliding Calcs : Moment.....Allowable ft-#= 5,155.0 17,481.1 V Lateral Sliding Force = 4,642.7 lbs . I less 100% Passive Force = - 621.6 lbs * Service Level psi= fl V less 100% l riction Force = - 5,124.8 lbs Strength Level psi = 24.1 39.8 Added Force Req'd = 0.0 16s OK Shear.....Allowable psi = 90.0 90.0 V ....for 1.5 Stability = 1,217.7 lbs NG Anet (Masonry) in2 = 91.50 139.50 V I Rebar Depth 'd' in 5.25 - 9.00 V Masonry Dati fm psi = 2,500 2,500 Fy psi = 60,000 60,000 - I . • Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing V Wall Weight psf = 84.0 V 133.0 Load Factors V V I Building Code CBC 2016,ACl Equiv. Solid Thick. in= 7.60 11.60 Dead Load V 1.200 V Masonry Block Type = Normal Weight V Live Load : 1.600 Masonry Design Method = LRFD Earth, H - 1.600 Concrete Data V I Wind, W 1.000 f'c psi = : V Seismic, E 1.000 Fy psi= V V - . V I I I I , Page 90 Li I Li Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 8.83' - Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To R2H ENGINEERING, INC. - Footing Dimensions & Strengths L Footing Design Results Toe Width = 0.50 ft 19&fj Heel Width = 8.50 Factored Pressure = 2,989 1,567 psf Total Footing Width = 9.00 Mu': Upward , = 370 55,173 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 47,326 ft-# Mu: Design = 236 -7847 ft-# Key Width . = 0.00 in Actual 1-Way Shear = 8.36 31.61 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcI Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5© 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item - lbs ft I ft-# lbs ft ft-# Heel Active Pressure = 1,968.1 3.31 6,507.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 1,825.5 2.46 4,492.1 Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 710.9 3.31 2,350.7 Seismic Stem Self Wt = 138.2 5.21 719.6 Total 4,642.7 O.T.M. 14,070.3 Resisting/Overturning Ratio = 5.20 Vertical Leads used for Soil Pressure = 14,642.2 lbs Soil Over Heel = . 8,453.3 5.25 44,379.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 3,238.0 6.17 19,965.1 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Stem Weight(s) = 873.4 0.90 787.0 Earth © Stem Transitions = 260.0 1.33 346.7 Footing Weighi = 1,687.5 4.50 7,593.8 Key Weight = 0.50 Vert. Component = Total = 14,642.2 lbs R.M. 73,104.6 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlem (Deflection due to wall bending not considered) Soil Spring Reaction Modulus / 250.0 pci Honzonlal Defi @ Top of Wall (approximate only) 0.058 in The abode calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 91 I Title Bressi Ranch Page 4 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... . I . Wall I - 8.83 - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall . Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: 1121-11 ENGINEERING, INC. DESIGNER NOTES: 1 I 8.83' Design Height, 6.5 exposed . Fiat slope backfill Flat slope at front Seismic included Load from adjacent building footing . . I - I . V 5 'V V I Page 92 - Title Bressi Ranch - Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1 - 8.83' -Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14ACI530-13 License To : R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd S ' Stem DesignI-leight: 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 = 25.00 in 25.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #5 bar extending up Into this stem design segment from below = 13.54 in 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 = 25.00 in Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Development: length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #5 bar specified in this stem design segment = 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in As Provided = - 0.4650 in2/ft As Required = 1.0578 in;'/ft I ( •1 I I I S I -I - ii 'I I Page 93 I . Title Bressi Ranch Job#:17081 Dsgnr: JWS Description.... I Wail I B - 8.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall U License To R21-11 ENGINEERING, INC. Page: 6 Date:) 7 JUN 2017 Code: CBC 2016,ACI 318-14,ACI 530-13 I . I l '•• I Page 94 Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall I - 8.83' - Seismic Page: 7 Date: 7JL1N 2017 I I This Wall in File: S:\1717058 - Bressi Ranch\2 - Caics (In SD 07112017 and in - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,AC1530-13 I License To: 112H ENGINEERING, INC. Page 95 Title Bressi Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 B -8.83' -Seismic This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c:) 1987-2017, Build 11.17.Q.4.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete 1J Masonry Designer to determine bar cutoff locations 0.0 lbs 57f-O lbs 1,710.0 lbs 2,850.0 lbs 3,990.0 lbs 5,130.0 lbs 1,140.0 lbs 2,280.0 lbs 3,420.0 lbs 4,560.0 lbs R "A ft 8.o, n !. i~ / t "'. \ ,•, i \ ;1 [• -\ r, ~ w ,'> \ ~ f k ~ ' ', ~ ~ 1-.o·.-"' ........ 2.67 ft f!~ ~:>-, n 1--..-<, ... ;..-..... ,. .. ~ .. · .. -~ .. ~: ~ ~ ['....__ 1., ,, 1• ,,:, ·-'··-~ ~ ~~ ~ Applied Shear Oiagran 1~ ; ' n nn f1 Page 96 Title Brass; Ranch Page : 9 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 B -8.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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-# 3,8~0.0 ft-# 7,760.0 ft-# 11 ,640.0 ft-# 15,520.0 ft-# Page 97 _ - Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 7.00 ft Footing Type - Line Load Base Above/Below Soil - at Back of Wall - -2.0 ft Poisson's Ratio = 0.300 1 Stem Construction 2nd Design Height Above Ftg ft= Stem OK 2.67 Wall Material Above *Ht = Masonry Design Method = LRFD Thickness = 8.00 Reber Size , = # 5 Reba; Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.529 Total Force @ Section Service Level lbs = Strength Level lbs = 1,719.9 Moment .... Actual Service Level ft-#= Strength Level ft-#= 2,726.1 Moment.....Allowable ft-#= 5,155.0 Bottom Stem OK 0.00' Masonry LRFD 12.00 #5 8.00 Edge 0.626 4,572.9 10,950.7 17,481.1 Service Level Strength Level Shear.....Allowable Anet (Masonry) Reber Depth 'd' Masonry Data f'rn Fy Solid Grouting Modular Ratio 'n' Wail Weight psi = psi= 18.8 32.8 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 Equiv. Solid Thick. in= 7.60 11.60 Masonry Block Type = Normal Weight Masonry Design Method = LRFD Concrete Data fc psi= Fy psi Criteria Soil Data Retained Height = 8.67 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lsurcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = , 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 6.65 OK Sliding = 1.51 OK Total Bearing Load = 14,642 lbs resultant ecc. = 3.10 in Soil Pressure @ Toe = 1,907 psf OK Soil Pressure © Heel = 1,347 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 2,670 psf ACI Factored @ Heel = 1,885 psf Footing Shear © Toe = 7.3 psi OK Footing Shear @ Heel = 34.5 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 3,793.6 lbs less 100% Passive Force = - 621.6 lbs less 100% Friction Force = - 5,124.8 lbs Added Force Req'd = 0.0 lbs OK ....fof1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 I I I I I I I I I I , I I I I I 1 I I Title Bross! Ranch * Page: 1 Job #: 17081 Dsgnr: JWS. Date: 7 JUN 2017 Description.... Wall I - 8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: 112H ENGINEERING, INC. Li I Page 98 Title Bressi Ranch Page: 2 Job #:17081 Dsgnr JWS Date: 7 JUN 2017 Description.... / Wall I - 8.83' This Wall in File: S:\17\17058 - Bressi Rançh\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths 9 Footing Design Results 9 Toe Width = 0.50 ft Heel Width = 8.50 Factored Pressure = 2,670 1,885 psf I Total Footing Width = 9.00 Mu': Upward = 332 59,153 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 47,326 ft-# Mu: Design = 198 -11,827 ft-# Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 7.27 34.50 psi Allow 1-Way Shear = 82:16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm. 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4t 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 I Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.32 1n2 lit / If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5© 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments 9 OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,968.1 3.31 6,507.9 Soil Over Heel = 8,453.3 5.25 44,379.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,825.5 2.46 4,492.1 Adjacent Footing Load = 3,238.0 6.17 19,965.1 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Total 3,793.6 0 TM 11,000.0 Stem Weight(s) = 873.4 0.90 787.0 Earth @ Stem Transitions 260.0 1.33 346.7 = = Footing Weighi = 1,6875 4.50 7,593.8 Resisting/Overturning Ratio = 6.65 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 14,642.2 lbs Vert. Component = Total = 14,642.2 lbs R.M. 73,104.6 * Axial live load NOT included in total displayed or used for overb.Jming 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 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.052 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. I Page 99 Title Bross! Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall I - 8.83' This Wall in File: S:\1 7\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\1 7058 - bressi r - License: KW-06057955 RetainPro (c) 1987-2017, Build 11.17.04.04 Cantilevered Retaining Wall Codö: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 0 8.83 Design Height, 6.5 exposed Flat slope backfill Flat slope at front 0 0 Seismic NOT included 0 0 0 Load from adjacent building footing 0 If I . I I 0 0 0, 0 I 0 0 I , 0 0 I 0 0 0 0 0 I I 0 0 Page 100 Title Bross! Ranch Page: 4 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 8.83' - I This Wallin File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPró (c) 1937-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I 25.00 in 25.00 in I 13.54 in 13.54 in I I 25.00 in 25.00 in 13.54 in 13.54 in 6.39 in 0.4650 in2/ft 0.8290 in2/ft 1.1 I I I I I . I I I Page 101 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 segmelit 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 = Title Bressi Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1B-8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14ACI 530-13 License To: R2H ENGINEERING, INC. Page 102 I I I I I, I I I I I I I I I I I, I I Title Bross! Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Page 103 Title Bressj Ranch Page: 7 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 B • 8.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallD Concrete IJ Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 480.0 lbs 1,440.0 lbs 2,400.0 lbs 3,360.0 lbs 4,320.0 lbs 0.0 lbs 960.0 lbs 1,920.0 lbs 2,880.0 lbs 3,840.0 lbs Jl CIA ft 8.ti/ ft r s. ;; ,, Ii \ ,; j: \ " P: ' "' \ ,, r ¥ \ \ ,. \ ; ·., ; .... ,. ~ % ' '-,, ~ '/"··•·, .,.· ,, ...... ... 2.67 ft ~; ; ' ' ;{;, ... ,..;.;.,,.,.,~~ _.., ' " \ I' ", ......... ;::; '<= ~ •= '~ J; I I ~' !APJ>tied Sh*ar Oiagran'I ' ;, . ' 'W' !H ~ o nn tt Page 104 Title Bressi Ranch Job # : 17081. Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... Wall 18 • 8.83' This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 . bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall 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-# 0.0 ft-# 3,880.0 ft-# 7,760.0 ft-# 11,640.0 ft-# 15,520.0 ft-# Page 105 Total Strength-Level Seismic Load = 1,328.906 lbs Total Service-Level Seismic Load = 930.234 lbs = 0.226 g Added seismic base force 153.6 lbs LEarth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution .......= 236.250 psf (Strength) LStem Weight Seismic Load F / W Weight Multiplier Title Bressi Ranch Page: 1 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi License: KW-06057955 Build 11.17.04.04 Cantilevered Retaining Wall . Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. LCriteria Soil Data ...'. . Retained Height =10.00 ft Allow Soil Bearing = 5,133.0 psf - - Wall height above soil - UUU fl Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd Soil Density, Toe = 130.00 pcf LL1 FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in - ____________ -- Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf, ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 I C Page 106 I I I I I I I Eli I I •.. title, Bressi Ranch '—Page:2 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2OI7 Description.... Wall IC - 10.17'- Seismic I This Wallin File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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. Design Summary j Stem Construction 2nd Bottom Stem OK' Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00 Overturning = 1.61 OK Wall Material Above "Ht" = Masonry Masonry I' Sliding = 1.14 Ratio <1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 7,650 lbs Reber Size = # 6 # 5 resultant ecc. = 19.67 in Reber Spacing = 16.00 8.00 I Soil Pressure @ Toe = 4,592 psf OK Reber Placed at Design Data Edge Edge Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.856 0.867 Allowable = 5,133 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 6,429 psf ACI Faátored @ Heel = 0 psf Strength Level lbs = 2,422.6 4,469.4 Footing Shear @ Toe = 19.2 psi OK Moment.... Actual Service 0 Footing Shear© Heel. = 28.3 psi OK Level I Allowable = 82.2 psi Strength Level ft-#= 6,089.3 15,155.3 Sliding Cates Moment.....Allowable ft-#= 7,115.6 17,481.1 Lateral Sliding Force = less 100% Passive Force = 3,615.1 lbs - 1,434.4 lbs Service Level psi = I less 100% Friction Force = - 2,677.4 lbs Strength Level psi= 26.5 32.0 Added Force Req'd = ....for 1.5 Stability = 0.0 lbs OK 1,310.8 lbs NG Shear.....Allowable ( Anet (Masonry) psi = in2= 90.0 91.50 90.0 139.50 • I Rebar Depth 'd' in= 5.25 . 9.00 Masonry Data fm psi= 2,500 2,500 Fy psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical compnent of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 - 133.0 Load Factors I Building Code CBC 2016,ACl Equiv. Solid Thick. in= 7.60 11.60 • Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 "c psi = I Seismic, E 1.000 Fy psi I I I J I I , I -I I Page 107 Sloped Soil Over Heel = Surcharge Over Heel = Adjacnt 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 Weighi = Key Weight = Vert. Component = 130.0 0.25 32.5 970.8 0.89 868.2 317.6 1.33 423.5" 1,031.3 2.75 2,835.9 .1.00 Title Bressi Ranch •. :. Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I . Wail IC - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACl 530-13 D)U IMDIM IJI Footing Design Results IQQ EQ1 Factored Pressure = 6,429 0 psf Mu': Upward = 763 1,976 ft-# Mu': Downward = 134 16,065 ft-# Mu: Design = 629 14,089 ft-# Actual 1-Way Shear = 19.22 28.28 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 6 © 16.00 in Heel Reinforcing = #7 @ 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: #4@ 6.43 in, #5@ 9.96 in, #6© 14.14 in, #7@ 19.29 in, #8@ 25.39 in, #9@ 32. Key: No key defined Min footing T&S reinf Area 1.78 1n2 Min footing T&S reinf Area per foot 0.32 in2 /it - If one layer of horizontal bars: If two layers of horizontal bars: #4© 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in [Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 5,200.0 3.50 18,200.0 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 930.2 3.75 3,488.4 Seismic Stem Self Wt = 153.6 5.76 884.1 Total 3,615.1 O.T.M. 13,864.6 I Resisting/Overturning Ratio = 1.61 Vertical Loads used for Soil Pressure = 7,649.7 lbs Total = 7,649.7 lbs R.M. 22,360.2 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning I be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. ( Tilt I I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.232 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. U I I I I I I I I Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 5.00 Total Footing Width = 5.50 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcI Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in I . . Page 108 Title Bross! Ranch Page 4 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail IC - 10.IT - Seismic This Wall in File: S:17\17058 - Bressi Ranch\2 - Calcs (In SD 67.112017 and in SLC)\17058 - bressi r 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. DESIGNER NOTES: 10.17' Design Height, 6' exposed I Flat slope backfill . Flat slope at front S Seismic included i -II '. -.1 I I I I S I 1' - I I 1 Page 109 - I Title. Bressi Ranch Page: 5 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 10.17'. Seismic / I ' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = S 30.00 in I Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in Development length for #6 bar specified in this stem design segment = . . 19.01 in length for #5 bar extending up into this stem design segment from below = 13.54 in I Development - Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #6 bar extending down into this stem design segment from above = 30.00 in Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Development length for #6 bar extending down into this stem design segment from above = 19.01 in I Development length for #5 bar specified in this stem design segment = - 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = ( 6.39 in I As Provided = As Required = . . 0.4650 in2/ft 1.1472in21ft I I I . I - I I S I 5 I S I- Page 110 Title Bressi Ranch Page: 6 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 1O.IT -Seismic - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetanPro (c) 1987-2017, Build 11.17.04.04 License: Kw-060 Cantilevered Retaining Wall I Code: CBC 2016,ACI 318-14,ACI 530-13 I U 8Vv#6@16' 74 G1i ......... 2'-0 . • .. in, . @Toe. A•. .L1 'Heel I I I I Page 111 Title Bross! Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 License To: R21-1 ENGINEERING, INC. 0 I I I 1 Page 112 I I I I I I I I I Title Bressi Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C -10.17'. Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete LI Masonry 450.0 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 0.0 lbs -900 .. 0 lbs 1,800.0 lbs 2,700.0 lbs 3,600.0 lbs 10.UU ft ,, ... I' ,) 1 I' "I t: ,, 11, \ ~ •' ~ ' "' ,,i,, f: ~, ' I f;; f } '"'' ~' f, <i ' ~ """ ... P"'1' ,~ :, ~ 1: if I' Ii r, ·-1 ""'' ' •"· " 1, ( 1 ; ' ' • " ' 2.0/ ft ~:: I ~~ -· £,, ' ,~,-~ "' ··~~ i\ f ' ""' I ---· ·-·-·-~ C -.,....a;, tt• >·t . ·~ '~ " " ¥1' . Applied Stitar DiagraJt? ! \( '(• I 'M ~ ; N ' II "' tt ,, Page 113 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 1C -10.1T -Seismic This Wall in File: S:117\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 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-# 0.0 ft-# 3,880,.0 ft-# 7,760.0 ft-# 11 ,640.0 ft-# 15,520.0 ft-# Page 114 Stem Construction I - Design Height Above Ft9 ft= Wall Material Above 'Ht" = Design Method = Thickness = Reber Size = Reber Spacing = Reber 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-# = 2nd Bottom Stem OK Stem OK 2.67 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 #6 #5 16.00 8.00 Edge Edge 0.590 0.610 1,719.3 3,200.0 4,200.9 10,666.7 7,115.6 17,481.1 Service Level psi = Strength Level psi = 18.8 22.9 Shear.....Allowable psi= 90.0 90.0 Anet(Masonry) in2= 91.50 139.50 Reber 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 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IC -10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi Page: 1 Date: 7 JUN 2017 I License: KW"06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 3,850.0 psf - Wall height above SOlu - u.' ' Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Sail over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in ..._. .1 - LSurcharge Loads LLateral Load Applied to Stem rAdiacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - 0.0 ft Axial Live Load 0.0 lbs (Service Level) Poisson's Ratio = 0.300 P%AIØI LUCU %IuLuILILy 0.0 in Design Summary Wall Stability Ratios Overturning = 2.36 OK Sliding = 1.63 OK Total Bearing Load = 7,664 lbs resultant ecc. 12.83 in Soil Pressure @ Toe = 3,040 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,850 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 4,256 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.3 psi OK Footing Shear @ Heel = 13.4 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 2,531.3 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = - 2,682.4 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 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 Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy in=. 7.60 11.60 = Normal Weight = LRFD psi= psi= I I Page 115 I I I I I I I I d I I I I I I I . . . Title Bressi Ranch .• . ' Page: 2 Job #: 17081 Dsgnr. JWS Date: 7 'JUN 2017 .3 Desription.... I .Wall 1C-10.17' This Wall in File: S:\1,7\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLCI\17058 - bressi r - RetainPro(c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: R2H ENGINEERING, INC. I License Footing Dimensions & Strengths _Footing Design Results • I Toe Width = 0.50 ft Heel Width = 5.00 jj Factored Pressure = 4,256 0 psf Total Footing Width = 5.50 Mu': Upward = 514 6,251 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 16,065 ft-# Mu: Design = 380 - 9,814 ft-# I Key Width 0.00!n Actual 1-Way Shear = 12.33 13.37 psi • Key Depth - 0.00 in Allow 1-Way Shear = 82.16 82.16 psi - Key Distance from Toe = 1.00 ft Toe Reinforcing = #5 @ 16.00 in t'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btni.= 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 I . Key: No key defined Min footing T&S reinf Area 1.78 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: I . #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING . RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# I Heel Active Pressure = 2,531.3. 3.75 9,42.2 Soil Over Heel = 5,200.0 3.50 18,200.0 Surcharge over Heel = . Sloped Soil Over Heel = . Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = . Adjacent Footing Load = I Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = I . Total 2,531.3 O.T.M. 9,492.2 Stem Weight(s) = 985.1 0.89 880.1 Earth @ Stem Transitions= 317.6 1.33 423.5 = = Footing Weight = 1,031.3 2.75 2,835.9 ResistinglOverturhing Ratio, = 2.36 . Key Weight = 1.00 I Vertical Loads used for Soil Pressure = 7,664.0 lbs Vert. Component = Total = 7,664.0 lbs R.M. 22,372.1 * Axial live load NOT included in total displayed or used for overturning I , resistance, but is included for soil pressure caiculation. 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 I the calculation of Overturning Resistance. [Tilt . I I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defi © Top of Wall (approximate only) 0.156 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. - I , Page 116 - Title Bross! Ranch Page 3 • - Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1C-10.17' I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Li cense: KW-06057955 . Cantilevered Retaining Wall CBC 2016,ACI 318-14,ACI 530-13 Code: License To: R2H ENGINEERING, INC. DESIGNER NOTES: 10.17 Design Height, 6 exposed Flat slope backfill Flat slope at front Seismic NOT included I I I I I Page 117 Title Bressi Ranch Page:, 4 Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall 1C-10.17' 0 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: R2H ENGINEERING, INC. I License Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd 0 0 Stem Design Height: 2.67 ft above top of footing Lap Splice lengthfor #6 bar specified in this stem design segment = 0 30.00 in . Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in I 0 Development length for #6 bar specified in this stem design segment= 0 I 19.01 in Development length for #5 bar extending up into this stem design segment from below = . 13.54 in Stem Design Segment: Bottom 0 Stem Design Height: 0.00 ft above top of footing 0 I Lap Splice length for #6 bar extending down into this stem design segment from above = 30.00 in Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Development length for #6 bar extending down into this stem design segment from above = 19.01 in I Development length for #5 bar specified in, this stem design segment = - 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in As Provided = 0 0.4650 in2/ft I As Required = . . 0.8075 in2lft _. 1 0 0 0 0 0' I . I 0 •0 0 0 •0 0 0 0 0• 0 0• . .. I . 0• Page 118 Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 10.17' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,A0I 530-13 License To: R2H ENGINEERING, INC. Page 11 I 1 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IC - 10.17 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 6 Date: 7JUN 2017 I Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Page 120 I 1 I I I I I I I I I I I I Title Bress! Ranch Page : 7 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C -10.17' This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. WallU Concrete 1J Masonry Designer to determine bar cutoff locations 340.0 lbs 1,020.0 lbs 1,700.0 lbs 2,380.0 lbs 3,060.0 lbs 0.0 lbs I 680.0 lbs 1,360.0 lbs 2,040.0 lbs 2,720.0 lbs 4n .. , ~ 10.00 ft r t. ·,, ' t ;, \ fl ', L 1, .; J, <;' ,\ I I• ·. f, • .~ \ ,, I, !; ~ Ii ·~ ""!'{,~-., 1 " ,. ,, ··~ ,;--.;'"' "'·!::'".;.' ,, tI ~ :,;,·,s ·~ :\ ,· " .... , , .. ' ~ t . ,, ' ,: ;, "· '· ,· ,,.., ,,.,..~ ~-·"' ,, .,.,. ~ .. ,.,.c., ' ' ;_ 2.01 ft L ~ ... t ~ , ., ........ f<§·''• 'cl.-,,,S.-.Y .. S ... ,4 w;;i;,; ~ .. ,. ,r.~ ..4 ' ' ~ • ~ I• f> ~ !, ' ;w, t,...,. 't, ' -···~ t ' i ~ ~·· f; ''? ·~ ,, ~ Applied Shf&r Oiag~, . \ .~. , " n nn tt Page 121 Title Bressj Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C -10.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Wall Masonry Allowable Moment Line 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 122 Page: 1 I Date: 7 JUN 2017 I Title Bressi Ranch Job #:17081 Dsgnr: JWS Description.... Wail IC - 6.17' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r Page 123 I 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. Criteria Soil Data 1 --- .- Retained Height = 6.00 ft Allow Soil Bearing = 4,333.0 psf I Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psflft Water height over heat = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density Toe = 13000 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in -- ________ Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #111 Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Live Load = 9•9 lbs (Service Level) Poisson's Ratio = 0.300 #\AIdI LUdU Eccentricity 0.0 In Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 514.500 lbs Load at bottom of Triangular Distribution .......= 147.000 psf Total Service-Level Seismic Load = 360.150 lbs (Strength) Stem Weight Seismic Load • F, I W Weight Multiplier = 0.226 g Added seismic base force 82.0 lbs I I I I I I 'I I [I I .. Title Bress, Ranch Job #:17081 Dsgnr:. JWS Description.... Wall IC - 6.17'- Seismic Page: 2 Date: 7JUN 2017 U This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 KW-08057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License: License To: R2H ENGINEERING, INC. I [Design Summary Stem Construction N 2nd Bottom Stem OK Ratio> 1.0 Wall Stability Ratios Design Height Above Fig ft= 1.33 0.00 I Overturning = 1.57 OK Wall Material Above Ht' = Masonry Masonry Sliding = 1.52 OK Design Method LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 2,733 lbs Reber Size = # 4 # 4 I resultant ecc. = 12.34 in Rebar Spacing . 24.00 16.00 Soil Pressure @ Toe = 2,526 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 0 psf OK fbIFB + fa/Fa = 0.724 1.005 ' Allowable =4,333 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,536 psf ACI Factored @ Heel = 0 psf Strength Level lbs = 1,018.8 ' 1647.1 Footing Shear © Toe = 20.8 psi OK Moment....Actual Service I Footing Shear @ Heel = 18.1 psi OK Level ft-#= Allowable = 82.2 psi Strength Level ft-#= 1665.2 3,421.3 Sliding Calcs Moment.....Allowable ft-#= 2,300.0 3403.1 Lateral Sliding Force = 1,422.1 lbs I less 100% Passive Force = - 1,200.0 lbs Service Level psi = less 100% Friction Force = - 956.6 lbs Strength Level psi= 11.1 18.0 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi= 90.0 90.0, ....for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2= 91.50 91.50 I Reber Depth 'd in =, 5.25 5.25 Masonry Data fm psi = 2,500 2,500 Fy psi 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight .Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data U Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psi= I. '. / / - I I I I Title - Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IC - 6.17'- Seismic This Wallin File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 LJcense: Kw-06057955 Cantilevered Retaining Wall Page: 3 Date: 7JUN 2017 I Code: CBC 2016,ACI 318-14,ACI 530.13 Footing Dimensions & Strengths Toe Width = 1.00 ft Heel Width = 2.50 Total Footing Width = 3.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft ft = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in L Footing Design Results 19.11 Factored Pressure = 3,536 0 psf Mu': Upward = 1,496 34 ft.# Mu': Downward = 328 2,217 ft-# Mu: Design = 1,168 2,183ft-# Actual 1-Way Shear = 20.81 18.07 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9© 46 Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.91 in2 - Min footing T&S reinf Area per foot 0.26 in2 ñt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Soil Over Heel = 1,430.0 2.58 3,694.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 360.2 2.33 840.4 Soil Over Toe = 260.0 0.50 130.0 Seismic Stem Self Wt = 82.0 4.09 334.9 Surcharge Over Toe = Total 1,422.1 O.T.M. 3,462.0 Stem Weight(s) = 518.3 1.33 691.0 - Earth @ Stem Transitions= = = Footing Weighi = 525.0 1.75 918.8 Resisting/Overturning Ratio = 1.57 Key Weight = 1.00 Vertical Loads used for Soil Pressure = 2,733.3 lbs Vert. Component = Total = 2,733.3 lbs R.M. .5,434.0 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.124 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 125 I Title Bressi Ranch Page 4 Job # : 17081 Dsgnr: JWS Date: 7 JUN 20.17 Description.... I Wall IC - 6.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 I License To: R21-11 ENGINEERING, INC. DESIGNER NOTES: . 6.17 Design Height, 2' exposed . Flat slope at backfill . . . Flat slope at front . Seismic included I b I - I I I I I I . I I Page 126 - Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 - Description.... Wail IC - 6.17' - Seismic This Wall in File: S:\1717058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,A0I 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd - Stem Design Height: 1.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = S 20.00 in Lap Splice length for #4 bar extending up into this stem design segment from below = 20.00 in Development length for #4 bar specified in this stem design segment = / 12.00 in Development length for #4 bar extending up into this stem design segment from below = 12.00 in 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 = 20.00 in Lap Splice length for #4 bar specified in this stem design segment = 20.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Hooked embedment length into footing for #4 bar specified in this stem design segment = 6.00 in As Provided 0.1500 in2/ft As Required = - S 0.4511 in2/ft 5-' I : S I 'I - - , - I -I -: i / I I - Page 127 Page 128 I I I 1 I. I I I II I I ' I I Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC -6.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressi 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: R21-1 ENGINEERING, INC. I I I Title Bross Ranch Page:7 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail IC - 6.17' - Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. Page 129 Title Bressi Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C • 6.17' • Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete I] Masonry 160.0 lbs 1.33 ft n Ill ft 0.0 lbs 320.0 lbs t t ,•, ,, 1 ff ::. i• i, :i, -', ' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 480.0 lbs 800.0 lbs 1,120.0 lbs 1,440.0 lbs 640.0 lbs 960.0 lbs I 1,280.0 lbs ' I Page 130 Title Bressj Ranch Job# : 17081 Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 1C -6.17' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry 380.0 ft-# 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 1,140.0 ft-# 1,900.0 ft-# 2,660.0 ft-# 3,420.0 ft-# 760.0 ft-# 1,520.0 ff-# 2,280.0 ft-# 3,040.0 ft-# Page 131 LStem Construction 11 - 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 = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = 2nd Bottom Stem OK Stem OK 1.33 0.00 Masonry Masonry LRFD LRFD 8.00 8.00 #4 #4 24.00 16.00 Edge Edge 0.472 0.677 697.9 1,152.0 1,086.4 2304.0 2,300.0 3,403.1 Title Bressi Ranch Page: 1 Job # : 17081 Dsgnr: JWS. Date: 7 JUN 2017 , Description.... Wail IC - 6.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, License: KW'06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. Criteria Soil Data - .- - - Retained Height = 6.00 ft Allow Soil Bearing = 3,250.0 psf - Wall height above soil - u. I Equivalent Fluid Pressure Method Slope Behind Wall = 0.00 Active Heel Pressure = 40.0 psf/ft = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingSoil Fnction = 0.350 Soil height to ignore I for passive pressure = 12.00 in LSurcharge Loads Lateral Load Applied toStem • Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 rsnlal Luau I..I..ICI III II..IL - V.V III Design Summary Wall Stability Ratios Overturning = 2.38 OK Sliding = 2.20 OK Total Bearing Load = 2,733 lbs resultant ecc. = 7.18 in Soil Pressure @ Toe = 1,582 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,250 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,215 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.7 psi OK Footing Shear @ Heel = 10.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 980.0 lbs less 100% Passive Force = - 1,200.0 lbs less 100% Friction Force = - 956.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing -' I I I L I Li I I I I I I I I Service Level psi = Strength Level psi = 7.6 12.6 Shear.....Allowable psi = 90.0 90.0 Anet (Masonry) • in2 = 91.50 91.50 Rebar Depth 'd' in= 5.25 5.25 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 84.0 Load Factors Building Code I Dead Load Live Load Earth, H Wind, W I Seismic, E I . CBC 2016,ACI Equiv. Solid Thick. 1.200 Masonry Block Type 1.600 Masonry Design Method 1.600 Concrete Data 1.000 fc 1.000 Fy in= 7.60 7.60 = Normal Weight = LRFD psi= psi= Page 132 Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 6.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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,ACl 530-13 Footing Dimensions & Strengths fl Footing Design Results Toe Width = 1.00 ft 192 Heel Width = 2.50 Factored Pressure = 2,215 0 psf Total Footing Width = 3.50 Mu': Upward = 1,001 611 ft-# Footing Thickness = 12.00 in Mu': Downward = 328 2,217 ft4 Mu: Design = 67.3 . 1,606 ft-# Key Width = 0.00 in Actual 1-Way Shear = 12.7'3 10.01 psi Key Depth = 0.00 fl Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm. 3.00 in Toe: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 Heel: Not req'd: Mu <phi*5*lambda*sqrt(1c)*Sm Key: No key defined Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in / #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment . Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure k 980.0 2.33 2,286.7 Soil Over Heel = 1,430.0 2.58 3,694.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 980.0 O.T.M. 2,286.7 Resisting/Overturning Ratio = 2.38 Vertical Loads used for Soil Pressure = 2,733.3 lbs 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 = 260.0 0.50 130.0 518.3 1.33 691.0 525.0 1.75 918.8 1.00 Total = 2,733.3 lbs R.M. 5,434.0 * 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 Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 1 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.077 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. LI 1 1 I LI I I I I I I I I I I 1 Li Page 133 Page 134 0 I Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I . Wail IC - 6.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r - 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. DESIGNER NOTES: I 6.17' Design Height, 2' exposed 0 Flat slope at backfill Flat slope at front Seismic NOT included . i - I 00 0 I 0, _ I , I, - •0 I I 1' ----' II 0 I I Title. Bressi Ranch V. Page: 4 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1C-6.17' - V. I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. 2 p I., 20.00 in 20.00 in 12.00 in 12.00 in I 1 V 20.00 in 20.00 in 12.00 in 12.00 in 6.00 in 0.1500 in2lft 0.3037 in2/ft I 1 Si 'I I I 1 I I I I. Page 135 Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd V Stem Design Height: 1.33 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Lap Splice length for #4 bar extending up into this stem design segment from below = Development length for #4 bar specified in this stem design segment = Development length for #4 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 #4 bar specified in this stern design segment = Development length for #4 bar extendingdown into this stem design segment from above = 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= V As Required = V Title Bress, Ranch Page: 5 Job#:17081 Dsgnr. JWS Date: 7 JUN 2017 Description.... Wall IC - 6.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. I I 1 I I I I I I n I F~ P L I I Li I I Li Page 136 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IC - 6.17' 1 This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.08057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Page 137 TiUe Bress/ Ranch Page : 7 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C • 6.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry 120.0 lbs 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 0.0 lbs 240.0 lbs 480.0 lbs 720.0 lbs 960.0 lbs 1,080.0 lbs 6.17 ft Ii" 6.00 ft l rt ! \ ~ ,\ ;. ~ i>' h~•H .. ,, "' ' :;: 1:· ,:, y ...... ,..., ... ' "' !- '.• .~ ~ I'-" " " " ) 1, ' ~ 1.JJ ft t: ,, ' ---· ........... ... ~ . .,,,~ ~ ......... ""' ~. -·-"' I• "~ f: • ~ Applied s+, DI~ . ' n nn ft Page 138 Title Bressj Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1C • 6.17' This Wall in File: S:\17\17058. Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry 380.0 ft-# 0.0 ft-# Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to detennine bar cutoff locations 1,140.0 ft-# 1,900.0 ft-# 2,660.0 ft-# 3,420.0 ft-# 760.0 ft-# 1,520.0 ft-# 2,280.0 ft-# 3,040.0 ft-# Page 139 Title' Bressi Ranch Page: 1 Job#:17081 Dsgnr: JWS Date: 7JUN 2017 • Description.... Wall ID - 10.83'- Seismic This Wall in File: S:17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW'06057955 License To: R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Retained Height = 10.67 ft Allow Soil Bearing = 5,133.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft - Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd . Soil Density, Toe = 130.00 pd FootingliSoil Friction . = 0.350 :1 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning . - - -. — - - wii to Fin (l fist = n fin ft Wind (W) Load lype = vvina(vv) Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in L Earth Pressure Seismic Load • Method : Triangular . Total Strength-Level Seismic Load = 1,408.050 lbs Load at bottom of Triangular Distribution .......= 236.250 psf Total Service-Level Seismic Load = 985.635 lbs (Strength) Stem Weight Seismic Load • F, I W, Weight Multiplier = 0.226 g Added seismic base force 164.7 lbs I I I I I I I I I- Page 140 I I I I I I I I I 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 ,-•1 I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 -J Title Bressi Ranch Page: 2 Job#:17081 Dsgnr: JWS Date: 7JUN 2017 Description.... Wall ID - 10.83'- Seismic - 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 2.67 Stem OK 0.00 Overturning = 1.74 OK Wall Material Above "Ht" = Masonry Masonry . I Sliding = 1.14 Ratio< 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load =. 8,885 lbs Rebar Size = # 5 # 6 resultant ecc. = 19.82 in Rebar Spacing = 8.00 8.00 I Soil Pressure @ Toe = 4,392 psf OK Rebar Placed at = Design Data Edge Edge Soil Pressure @ Heel = 0 psf OK fbIFB + fa/Fa = 0.808 0.755 / Allowable = 5,133 psf Total Force@Section I Soil Pressure Less Than Allowable Service Level lbs = AC! Factored @ Toe = 6,149 psf ACI Factored @ Heel = 0 psf Strength Level lbs = 2,837.3 5,006.7 Footing Shear @ Toe = 18.6 psi OK Moment .... Actual Footing Shear@ Heel = 25.9 psi OK Service Level ft4 = I Allowable = 82.2 psi Strength Level ft-#= 7,786.2 18,125.1 Sliding Calcs Moment.....Allowable ft-#= 9,634.2 24,007.5 Lateral Sliding Force = less 100% Passive Force = - 3,992.1 lbs 1,434.4 lbs Service Level psi = I less 100% Friction Force = - 3,109.8 lbs Strength Level psi= 31.0 35.9 Added Force Req'd = ....for 1.5 Stability = 0.0 lbs OK 1,444.0 lbs NG Shear.....Allowable psi = Anei(Masonry) in2= 90.0 91.50 90.0 139.50 I Rebar Depth 'd' in= 5.25 9.00 I I Page 141 Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall ID - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. rFooting Dimensions & Stren] Footing Design Results Toe Width = 0.50 ft jjj Heel Width = -. 5.50 Factored Pressure = 6,149 0 psf - Total Footing Width = 6.00 Mu': Upward = 737 4,180 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 21,257 ft-# Mu: Design = 603 17,078 ft-# Key Width = 0.00 in Actual 1-Way Shear = 18.58 25.92 psi Key Depth = 0.00 in Allow i-WayShear, = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 5.30 in, #5@ 8.22 in, #6@ 11.67 in, #7@ 15.91 in, #8@ 20.95 in, #9@ 26. Key: No key defined Min footing T&S reinf Area 1.94 1n2 Min footing T&S reinf Area per foot 0.32 in2 ift . If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-a lbs ft ft I Heel Active Pressure = 2,841.7 3.97 11,291.1 Soil Over Heel = 6,242.0 3.75 23,407.3 L Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjàent Footing Load = ( I Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load ' = 985.6 3.97 3,916.3 Soil Over Toe = 130.0 0.25 32.5 Seismic Stem Self Wt = 164.7 6.16 1,014.3 Surcharge Over Toe = I Total 3,992.1 O.T.M. 16,221.7 Stem Weight(s) = 1,041.4 0.89 927.0 - - Earth @ Stem Transitions = 346.7 1.33 462.2 = = Footing Weight = 1,125.0 3.00 3,375.0 Resisting/Overturning Ratio = 1.74 Key Weight = 1.00 I Vertical Loads used for Soil Pressure = 8,885.0 lbs Vert. Component = Total = 8,885.0 lbs R.M.= 28,204.0 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wail bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.220 in The above calculation is not valid if the heel soil berina pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 142 I 1 I I P I I I I I I I I Title Bress Ranch Pace: 4 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall ID - 10.83'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. DESIGNER NOTES: 10.83 Design Height, 6' exposed I Flat slope backfill Flat slope at front Seismic included I 1 1 I S. S.. I • 1 I 1 I I I I S S Page 143 I I . . . . . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wail ID - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall- Code: CBC 2016,ACI 318-14,ACi 53013 I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information . Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = . 25.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = - 13:54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in I Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #5 bar extending down into this stem design segment from above = 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in I As Provided = As Required = 0.6600 in2/ft 1.3720 in2lft I . H- I - -. .•t . I I -- I H .. . Page 144 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall ID - 10.83'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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 R21-11 ENGINEERING, INC. I 7.7 / TO-8 1O'-.1O / / / / / / Solid CoUt :#G16.in. • _____ I @..Toe . .... A Heel W. @ I [11 I I Page 145 1 I I . I I Page 146 Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall ID - 10.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\.2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cañtilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 License To: R21-1 ENGINEERING, INC. I ~ I p I I I I I I I I I I Title Bress; Ranch Job# : 17081 Dsgnr: JWS Description .... Wall 1D -10.83' -Seismic Page: 8 Date: . 7 JUN 2017 This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete IJ Masonry 510.0 lbs O;O lbs I 'I UA - 10.0, ft ~ !, \ ~ • \ i,r r. ) ;\ :, ~ . ~ ,. t ' ·- ;, .... ... f l! .,.:,..,;;. ~· i•, 1--~-··-,,,, It ~- :.!.ti/ ft ;, I· Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,530.0 lbs 2,550.0 lbs 3,570.0 lbs 4,590.0 lbs 1,020.0 lbs 2,040.0 lbs 3,060.0 lbs 4,080.0 lbs . ' ~' " ~' .. b-" ' '-.. ;,,.,. -': -' ,.,~ '.fl ,.,.._,.,,,,..,. ··~ Ii'.-·--.. M• o· .,. " ; ~-;1 . ..... ,....,~ ... ·~_,,,,~, ,, ,, ' ...... ---f-, 1·1~, t •, ' ~t Applied Shear Diagram r:~ n nn tt Page 147 Title Brass; Ranch Page : 9 Job# : 17081 Dsgnr. JWS Date: 7 JUN 2017 Description .... Wall 10 -10.83'. Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 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 detennine bar cutoff locations 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 148 Soil Pressure @ Toe = 3,112 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,850 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,356 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 12.8 psi OK Footing Shear @ Heel = 12.6 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 2,841.7 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = - 3,109.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Stem OK Stem OK 2.67 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 #5 #6 8.00 8.00 Edge Edge 0.567 0.540 2,048.0 3,643.2 5,461.3 12,957.5 9,634.2 24,007.5 psi= psi = 22.4 26.1 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 psl= psi= Title Bressi Ranch Job #: 17081 Dsgnr JWS Description.... Wail ID - 10.83' This Wall in File: S:117\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page: 1 Date: 7 JUN 2017 I Retainpro (c) 157-2017, build 11.17.04.04 License: KW-06057955 License To: R21-1 ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Soil Data Retained Height = 10.67 ft Allow Soil Bearing = 3,850.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psflft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I.-. I I I I LSurcharge Loads N 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 = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.50 OK Sliding = 1.60 OK Total Bearing Load = 8,885 lbs resultant ecc. = 13.16 in Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Stem Construction I- Design Height Above Ft9 ft= Wall Material Above "Ht" = Design Method = Thickness = Reber Size = Reber Spacing = Rebar Placed at = Design Data th/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 Strength Level Shear.....Allowable Anet (Masonry) Reber Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 ft Poisson's Ratio = 0.300 Bottom 2nd I I I I I I Ti Page 149 1 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall ID - 10.83' •• 'S ( Page: 2" Date: 7' JUN 2017 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 LJcense : !2N-0605 955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Design Results IQQ Factored Pressure = 4,356 0 psf Mu': Upward = 529 9,491 ft-# Mu': Downward 134 21,257 ft-# Mu: Design = 394 11,766 ft-# Actual 1-Way Shear = 12.77 12.61 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 6 @ 16.00 in Heel Reinforcing = # 5 @ 8.00 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: #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 1.94 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4t 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in - Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# - lbs ft ft-# Heel Active Pressure = 2,841.7 3.97 11,291.1 Soil Over Heel = 6242.0 3.75 '23,407.3 I I Li I i I 1 I I I I I Footing Dimensions & Strengths • Toe Width = 0.50 ft Heel Width = 5.50 Total Footing Width = 6.00 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % 0.0018 Cover @ Top 3.00 @ Btm. 3.00 in I I I Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,841.7 O.T.M. 11,291.1 Resisting/Overturning Ratio = 2.50 Vertical Loads used for Soil Pressure = 8,885.0 lbs Sloped Soil Over Heei = Surcharge Over Heel = Adjãcnt Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stern Transitions= Footing Weighi = Key Weight = Vert. Component = 130.0 0.25 32.5 1,041.4 0.89 927.0 346.7 1.33 462.2 1,125.0 3.00 3,375.0 1.00 I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Total = 8,885.0 lbs R.M. , 28,204.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.156 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 150 Title Bressi Ranch Page 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 - Description.... Wall ID - 10.83' 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (in SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed I Flat slope backfill Flat slope at front Seismic NOT included I I I I 1 1 1 I 0 I I . 0 • ) I I / 0 1 • '0 F Page 151 01 I . . Title Bressi Ranch . . Page: 4 - Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall ID.- 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 License To: R2H ENGINEERING, INC. Rebàr Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = . 25.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = '.- 13.54 in Development length for #6 bar extending up into this stem design segment from below = . 19.01 in I . 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 = , ' 25.00 in Lap Splice length for #6 bar specified in this stem design segment = . 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in. - I Development length for #6 bar specified in this stem design segment= . 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in .I As Provided = , As Required = . -' 0.6600 in2/ft 0.9809 in2/ft I . I I ..-. I . . Page 152 I . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7JJN 2017 Description.... Wall ID - 10.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro(c) 1981-2017, Build 11.17.04.04.- License: KW-08057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Page 153 1 I Title Bressi Ranch Job #:17081 Dsgnr: JWS Description.... Wall ID - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 6 Date: .7JUN 2017 I License To: R21-1 ENGINEERING. INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 / Page 154 I I I I I Ll U I i 1 I I I I I Title Bress; Ranch Page : 7 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1D -10.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete 1J Masonry 390.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 0.0 lbs I 780.0 lbs 1,170.0 lbs 1,950.0 lbs 2,730.0 lbs 3,510.0 lbs 1,560.0 lbs 2,340.0 lbs 3,120.0 lbs A -.: r 10.t,( ft ~ ·r ;,, ,,. ~-I ' ,. \ I ,. r. ,-\ ;; 1, ' '.·'· ;. """"" ~ ~ ,., ' [, ' ~ 1, ·-.... ·-·-.. " ~ ' ~ ·~ . .;·~---..~-.,;; .. ,. " ". ' '\1 .... ' -I ' 2.t,( ft J t" r,. ... --,;,,,..,; ,,,,_= ~ :t"' r, (. .... ·-... 4., •• ,, ... , ~"·""-' --... , 1: '~ ... ~t Applied Sh'8f Diagram l I ' ' n Ill ft Page 155 Title Bressj Ranch Page: 13 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 10 • 10.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.0-4.04 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 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21 ,360.0 ft-# Page 156 Title Bressi Ranch Page: 1: Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IEL- 10.17'. Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: 112H ENGINEERING, INC. Criteria I Lsoui Data Retained Height = 10.00 ft Allow Soil Bearing = 5,333.0 psf I Equivalent Fluid Pressure Method Wall height above soil = 0.17 ft - Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 5.00 = Height of Soil over Toe = 4.50 in Passive Pressure = 300.0 psf/ft ps Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf jT] FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in 71 Surcharge Loads Lateral Load Applied to Stem • LAdjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #Ift Adjacent Footing Load = 14199.7 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 9.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity 6.30 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 11.00 ft LAxial Load Applied to Stem ___ (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -3.3 ft Axial Live Load = 0.0 lbs (Service, Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 1,358.438 lbs Load at bottom of Triangular Distribution .......= 236.250 psf Total Service-Level Seismic Load = 950.906 lbs (Strength) LStem Weight Seismic Load F /W Weight Multiplier = 0.226 g Added seismic base force 166.2 lbs Page 157 1: . Title Bressi Ranch Page: 2 Job#:17081 Dsgnr: JWS Date: 5JUL2017 Description.... I . Wail IEL- 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r • RetainPro (c) 1987.2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14;ACI 530-13 I License To: R2H ENGINEERING, INC. I Design Summary j Stem Construction 2nd Bottom Stem OK Stem OK Wail Stability Ratios Design Height Above Ftg ft= 4.00 0.00 I Overturning = 7.80 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.35 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 29,733 lbs Rebar Size 2 = # 5 # 7 I resultant ecc. = 1.14 in Reber Spacing = 16.00 8.00 Soil Pressure @ Toe = 2,296 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 2,109 psf OK fbIFB + fa/Fa = 0.662 0.625 Allowable = 5,333 psf Total Force © Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,214 psf ACI Factored @ Heel = 2,953 psf Strength Level lbs = 1,673.9 7471.6 Footing Shear @ Toe 8.2psu OK Moment .... Actual. - Footing Shear@ Heel = 72.5 psi OK Service Level " Allowable - 82.2 psi Strength Level ft-#= 3,412.8 19,630.5 Sliding Caics Moment.....Allowable ft-#= 5,155.0 31 387.5 Lateral Sliding Force = 8,116.716s - I less 100% Passive Force = - 527.3 lbs Service Level psi = less 100% Friction Force = - 10,406.6 lbs Strength Level psi= 18.3 53.6 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 for 1.5 Stability = 1,241.1 lbs NG f Anet(Masonry) in2= 91.50 139.50 I Reber Depth 'd' in 5.25 9.00 Masonry Data fm psi = 2,500 2,500 Fy psi 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc . pSI= Seismic, E 1.000 Fy psi= I . H I • .. -, 1 . . . . I Page 158 - 0 - -' •. 0 - Title Bressi Ranch Pace 3 0 , Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description 00 Wall IEL- 10.17- Seismic - 0 • - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r 44 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. 0 0 Footing Dimensions & Strengths j Footing Design Results : Toe Width = 0.50 ft /lu E1 0 Heel Width 1 = 13.00 - Factored Pressure = 3,214 2,953 psf 0 0 Total Footing Width = 13.50 - Mu': Upward = 401 218,186 ft-# 0 1 0 Footing Thickness = 18.00 in Mu': Downward = 82 155,783 ft-# 0 0 0 Mu: Design = 319 -62,404 ft-# 0 Key Width 10.00 in Key Depth = 0.00 in Actual 1-Way Shear = 8.22 72.54 psi Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in 0 f'c = 3,000 psi Fy = 60,000 psi 0 0 Heel Reinforcing = # 8 @ 8.00 in - 0 Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in Mm. As % 0 = 0.0018 Other Acceptable Sizes & Spacings 0 Cover @ Top 3.00 @ Btm.= 3.00 in .00 Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. 0 Heel: #4@ 2.45 in, #5@ 3.80 in, #6@ 5.40 in, #7@ 7.36 in, #8@ 9.69 in, #9@ 12.27 0 0 0 0 0 Key: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm ,0 0• 0 Min footing T&S reinf Area 525 in2 ' 0 0 Min footing T&S reinf Area per foot 0.39 in2 ift 0 if one layer of horizontal bars: If two layers of horizontal bars: 0 #4 6.17 in #4@ 12.35 in 0 #5@9.57in . #5@19.14in #6@13.58in 0 #6@27.16in 0 I Summary of Overturning & Resisting Forces & Moments OVERTURNING .' RESISTING....* 0 ' Force Distance Moment Force Distance Moment Item lbs ft .• 0 ft-# - . lbs 00 .ft ft-# 0 Heel Active Pressure = 3,864.20 4.63 17,904.1 Soil Over Heel =' 15,600.0 ., 7.50 117,000.0 Surcharge over Heel = Sloped Soil Over Heel = .i 872.0 - 09.50 17,784.0 Surcharge Over Toe = Surcharge Over Heel 0 = 1 0 0 Adjacent Footing Load = 3,135.5 2.09 6,540.6 Adjacent Footing Load = . 7,889.0 8.92 70,357.1 Added Lateral Load - Axial Dead Load on Stem = 0 0 Load @ Stem Above Soil = * Axial Live Load on Stem Seismic Earth Load = 950.9 3.83 3,645.1 Soil Over Toe 0 = 24.4 0.25 6.1 0 Seismic Ste dSelf Wt = 166.2 6.01 998.5 SurchargeOverToe = - Total " 8 1167 0 TM 0 290884 Stem Weight(s) = 1,050.3 --O.92 963:9 :-. ' 0 Earth @ Stem Transitions = 260.0 1.33 346.7 0 = 0 = 0 Footing Weighi = 3,037.5 •, . :6.75 23,503.1 0 . ResistinglOverturning Ratio 7.80 Key Weight = 0.92 0 Vertical Loads used for Soil Pressure 29,733.2 lbs Vert. Component = 0 - ' Total = 29,733.2 lbs R.M.= 223,960.9 If seismic is included, the OTM and sliding ratios O 5 be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 _ 0 * Axial live load NOT included in total displayed or used for overWming resistance, but is included for soil pressure calculation. 0 O Vertical component of active lateral soil pressure IS NOT considered in ,, 0 • 0 the calculation of Sliding Resistance. 0 10.) Vertical component of active lateral soil pressure IS 0 - - i I 0 0 NOT considered n 0 - 0 0 the calculation of Overturning Resistance. Tilt 0 Horizontal Deflection at Ton of Wall due to settlement of soil ' (Deflection due to wall bending not considered) 0 0 0 0 0 Soil Spring Reaction Modulus , •. 250.0 pci - 0 0 •, Horizontal Défi @ Top of Wall (approximate only) 0.048 in The abode calculation is not valid if the heel soil bearing pressure exceeds that of the toe. • ' i' 0 because the wall would then tend to rotate into the retained soil. 1 Page 159 I Title Bressi Ranch Page 4 Job # :17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... IEL- 10.17'- Seismic I Wall This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - 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: 1121-11 ENGINEERING, INC. DESIGNER NOTES: I 10.17 Design Height, 6' exposed Adjacent retaining wall imposed load Seismic is included I I .. .... I - . I' 1 1 I. 1 . . I 1: I I I .- (1) = 0 -. CD 5 0 CD 0. a. CD -. rn —. 0) -0 CD .s... -. I- - C) -. -. co (a -I a: Cil co 0 3 Cl) n• U) 2. 0 a 3 , 0 C•) 0 0. CD 0 0) CD L" -0 CD I-.. C.) IDa -00(0 0D << 'a 'a (D CD ,ca)0 C/) U) (055 •D0 00 == (D33 00 0(0 03.3. 55 m .0.55 (0(0 1(1) 3 CD CS, r3 rCD -- -.1(J) - (0 w 0)0) 00 _.cr cr 0)0) m CD CD 3 0)0 0) o CD (0 0. Cr 0 0. = < co CD - 0 co 0 • cr" 5•2.EP D.)Cfl5 30 0 0. '0 CD Co CD0 U) (0 0) a) M= 3. Su 3 CD 0. (0 a) 3. CD CD 53 f—D. II CD Co CD 3 0. U3 (0 CD 3 . CD - (0 2. cn 0 3 CD w (0 0• 3 w 0 CD 0 < 2. 0 CD II II 'I 00 w w CD CD < < 10 m00 3 CD a 00 (1 )0) V0 ) 33 == CD r CD U3 ED 55 (0(0 :3 :3 (0(0 (0 (0 s:: 3. EP 6 3. 0. .--, -.1(J) CD a cr 0)0) 110 CL - - -' OU) CD0 vol M CL =h 0• I CD 0 CD co o. 5• • Sr 0 S• V— 5 0 (fl cn - - 0)0. CD -' (no. . 3o 3 CD 3 . 5. CL CD a) U) co (0 .CD 3 co (0 0)0 U) CD (0 03. CO 3 CD 2. a) -, - 0 3 3 or 0 CD 5 II II 11 4 -0 co CD 0) 0 F...) - 0 0 01 C.) w F'..) 0101 . F..) -. C.) F..) Cii C.) 0101 5 CO co(ii r Cii 0) Co C, 0 Cl 0) (.7) 0 0 0) 00 70 -• , -• . -• to CD 0) — — — — — — — — — — — — — - — — I - Title Bross! Ranch .. ' Page: 6 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... 1 ' Wail IEL- 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 r To: R2H ENGINEERING, INC. I License I' L................................................................ . ' I I . . . . .. . . . . (Y- U, . ' . . 40 _ - 3. I ••.. 13O: . • . i S. .13-G' . @HéeI . . ... .: I ......,.. . ..... .... . . . - .. Page 162 : Title Bross! Ranch Page: 7 Job #: 17081 Dsgnr JWS Date: 5 JUL 2017 Description.... Wall IEL- 10.17'- Seismic - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 LJcense : w-oo Cantilevered Retaining Wall U Code: CBC 2016,ACI 318-14,ACI 530-13 I U I I - Mi tLoai14 97# Eec. 6 rcrrpCL i TOOO 91 -H earth. presure CLI CL Ssmicduetostsmself 'eight LO 04 I I 1 I I I Page 163 Title Bress; Ranch Job#: 17081 Dsgnr: JWS Page: 8 Date: 5 JUL 2017 Description .... Wall 1EL-10.17'. Seismic This Wail in File: S:\17\17058 • Bressi Ranch\2. Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. WallD Concrete U Masonry Designer to detennine bar cutoff locations 760.0 lbs ,n..n 2,280.0 lbs 3,800.0 lbs 5,320.0 lbs 6,840.0 lbs 0.0 lbs --= !::iii Top U'j 1611" lbs 3,040.0 lbs 4,560.0 lbs 6,080.0 lbs 10.00 ft ' '\ n nn ft Page 164 Title Bressj Ranch Job#: 17081 Dsgnr: JWS Page : 9 Date: 5 JUL 2017 Description .... Wall 1EL-10.17'. Seismic This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (In SD 07112017 and in SLC)\17058. bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 10,470.0 ft-# 17,450.0 ft-# 24,430.0 ft-# 31 ,410.0 ft-# ft-# 13,960.0 ft-# 20,940.0 ft-# 27,920.0 ft-# Page 165 - 0 Title Bross! Ranch - Job #:17081 Dsgnr. JWS:. Description.... - Wall 1EL-1O.17 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in - bressi r I Reber Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equivl Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy in= 5.25 9.00 in= 7.60 11.60 = Normal Weight = LRFD psi= psi= psi= 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf 84.0 133.0 Page: 1 Date: SJUL 2017 etainrro (C) 187-017, euuia 11.1 (.U4.U4 - - I License: KW' 06057955 License To: R2H ENGINEE - criteria Retained Height = I Wall height above soil = Slope Behind Wall = Height of Soil over Toe = Water height over heel = I INC. ianuueverea Ketaining wauu J Soil Data 10.00 ft Allow Soil Bearing = 4,000.0 psf 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft 5.00 - 4.50 in Passive Pressure = 300.0 psflft 0.0 ft Soil Density, Heel = 130.00 pf Soil Density, Toe = 130.00 pcf Footing 115011 Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Code: CBC 2016,ACI 318-14,ACI 530-13 Surcharge Loads Lateral Load Applied to Stem I [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 14199.7 lbs Used To Resist Sliding & Overturning ...Height to Top 0.00 ft Footing Width = 9.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 6.30 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 11.00 ft [Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -3.3 ft Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 in (Service Level) Poisson's Ratio = 0.300 I Design Summary Stem Construction 11 2nd Bottom Wall Stability Ratios Design Height Above Ft9 ft= Stem OK Stem OK 4.00 0.00 Overturning = 9.28 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.56 OK Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 29,733 lbs Reber Size = # 5 # 7 resultant ecc. = 0.73 in Rebár Spacing = 16.00 8.00 Soil Pressure @ Toe = 2,143 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 2,262 psf OK fb/FB + fa/Fa = 0.448 0.482 Allowable = 4,000 psf Total Force @ Section Soil Pressure Less Than Allowable ACt Factored @ Toe = 3,000 psf Service Level lbs = ACI Factored @ Heel = 3,167 psf Strength Level lbs= 1,187.0 6,207.1 Footing Shear © Toe = 7.6 psi °K Moment .... Actual Footing Shear @ Heel = 74.2 psi OK Service Level ft-# = Allowable = 82.2 psi Strength Level ft4= 2,311.9 15,136.2 Sliding Calcs Moment.....Allowable ft-#= 5,155.0 31,387.5 Lateral Sliding Force = 6,999.7 lbs less 100% Passive Force = - 527.3 lbs Service Level psi = less 100% Friction Force = - 10,406.6 lbs Strength Level psi = 13.0 44.5 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2 = 91.50 139.50 I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACl I Dead Load 1.200 Live Load 1.600 Earth,H 1.600 I Wind, W 1.000 Seismic, E 1.000 I ' Page 166 I n I I I I I I I F' Page :2 Date: 5 JUL 2017 I Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IEL- 10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: 112H ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft TM jj Heel Width = 13.00 Factored Pressure = 3,000 3,167 psf I Total Footing Width = 13.50 Mu': Upward = 375 217,616 ft-# Footing Thickness = 18.00 in Mu': Downward = 82 155,783 ft-# Mu: Design = 293 -61,833 ft-# Key Width = 10.00 in Actual 1-Way Shear = 7.63 74.18 psi I = Key Depth 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 8 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in I Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in - - ... . .. .. . .. -- - I oe: ff(9 o.i,' in, rrog .Ds' in, roçg 13.58 in, 1U(9 iö.PL in, Z4.ia in, #S( U. Heel: #4@ 2.48 in, #5@ 3.84 in, #6@ 5.45 in, #7@ 7.43 in, #8@ 9.78 in, #9@ 12.38 Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm 1 Min footing T&S reinf Area 5.25 in2 Min footing T&S reinf Area per foot 0.39 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in . #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,864.2 4.63 17,904.1 Soil Over Heel = 15,600.0 7.50 117,000.0 Surcharge over Heel = Sloped Soil Over Heel = 1,872.0 9.50 17,784.0 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 3,135.5 2.09 6,540.6 Adjacent Footing Load = 7,889.0 •8.92 70,357.1 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 24.4 0.25 6.1 Surcharge Over Toe = Total 6,999.7 O.T.M. 24,444.7 Stem Weight(s) = 1,050.3 0.92 963.9 Earth @ Stem Transitions= 260.0 1.33 346.7 = = Footing Weight = 3,037.5 6.75 20,503.1 Resisting/Overturning Ratio = 9.28 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 29,733.2 lbs Vert. Component = Total = 29,733.2 lbs R.M.= 226,960.9 * Axial live load NOT included in total displayed or used for overt'ming 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 . Horizontal Deflection at ToI2 of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.048 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 167 1 I I I A I 1 I I I I I Title Bressi Ranch Page 3 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I Wall 1EL-10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: ' 10.17' Design Height, 6 exposed I Adjacent retaining wall imposed load Seismic NOT included r2 I S . I 55 5• I : I - S I S S 1 5 I I ...•,• .: Page 168 Title ' Bressi Ranch ' .' Page:' 4 Job#:17081 Dsgnr: JWS Date: , 5 JUL 2017 Descriptipn.... Wall IEL. 10.I7' - I This Wall in Fie:S:\1717058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\1 7058 - bressi 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. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.00 ft above top of footing Lap Splice length for #5 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 #5 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 #5 bar extending down into this stem design segment from above Lap Splice le,gth for #7 bar specified in this stem design segment = Development length for #5 bar extending down into this stem design segment from above = Development length fot#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 = 25.00 in 35.00 in I 13.54 in 25.88 in ' I I 25.00 in , 35.00 in -. 13.54 in 25.88 in 8.95 in 0.9000 in2/ft 1.1458 in2/ft I I \. I "I 1 I I 1 I I Page 169 Title Bross! Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IEL- 10.17' Page: 5 : Date: 5 JUL 2017 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 I License: KW-06057955 Cantilevered Retaining Wall License To: 112H ENGINEERING. INC. Code: CBC2OI6ACI 318-14,ACI 530-13 I U .. . I O2 öidlGroufVMA . : 1 -G #7 16 in e I I 13-0 L I I I Page 170 Title Bros siRánch Page: 6 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IEL- 10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: R2H ENGINEERING, INC. Page 171 Title Bressi Ranch Job# : 17081. Dsgnr: JWS Page : 7 Date: 5 JUL 2017 Description .... Wall 1EL· 10.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 0711 2017 and in SLC)\17058 -bressi r RatalnPro (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 WallU Concrete U Masonry Designer to determine bar cutoff locations 650.0 lbs ~ W> 1,950.0 lbs 3,250.0 lbs 4,550.0 lbs 5,850.0 lbs o.o lbs -"' .a Top lbs 2,600.0 lbs 3,900.0 lbs 5,200.0 lbs .,, • 7 .... - 11U.UU n 'rt ;: & \ a :,. \ .. '· 1: l'· :· . \ 1: c:· I• :: "' ,;.; \ ., I ,'l, I \ Ii 1 4.uu ft \ ~~ "' g ' .. ~ it;;' ;, ~~ . " ..,.._ :·,, ~ ~::~; ~-,71~ ·-··--·-,. ---i~: ~ 1f Applied Shfar Diagram ~ ~ I o no tt Page 172 Title Bressj Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1EL-10.17' This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 10,470.0 ft-# 17,450.0 ft-# 24,430.0 ft-# 31 ,410.0 ft-# ft-# 13,960.0 ft-# 20,940.0 ft-# 27,920.0 ft-# Page 173 - - / - Title. Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS) Date: 5 JUL 2017 Description.... Wall IEU - 9.5 - Seismic This Wall in File: S:\1717058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, License: KW'06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria Soil Data Retained Height = 9.33 ft Allow Soil Bearing = 5,333.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = -- Height of Soil over Toe = - 24.00 in Passive Pressure = 300.0 psf/ft I Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe - = 130.00 pcf Footing IlSoil Friction = 0.350 .41 Soil height to ignore for passive pressure = 12.00 in _____________ I LSurcharge Loads Lateral Load Applied to Stem • [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 P'.AIØI LUUccenLI II..IL VU III Earth Pressure Seismic Load • Method : Triangular Total Strength-Level Seismic Load = 1,204.216 lbs Load at bottom of Triangular Distribution .......= 227.640 psf Total Service-Level Seismic Load = 842.951 lbs (Strength) Stem Weight Seismic Load • F1, I W Weight Multiplier = 0.226 g Added seismic base force 146.9 lbs I I I I I I I I I I I I I I I 1' -- I' I - - I ; / Page 174 ) Title Bressi Ranch Job #:17081 Dsgnr JWS Description.... Wall IEU - 9.5' - Seismic This Wallin File: S:\1-A17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 2 I Date: 5 JUL 2017 I 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,ACl 530-13 Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ft9 ft= Stem OK 2.67 Stem OK 0.00 Overturning = 4.51 OK Wall Material Above "Ht" = Masonry Masonry I Sliding = 1.29 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 14,549 lbs Reber Size = # 6 # 6 resultant ecc. = 7.20 in Reber Spacing = 16.00 8.00 - I Soil Pressure @ Toe = 2,264 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 970 psf OK fb/FB + fa/Fa = 0.722 0.687 Allowable = 5,333 psf Total Force @ Section Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,169 psf Service Level lbs = ACI Factored @ Heel = 1,357 psf Strength Level lbs = 2,614.0 6,078.1 Footing Shear @ Toe = 9.0 psi OK Moment. .. .Actual Service Footing Shear @ Heel = 23.5 psi OK Level ft-# = I Allowable = Strength Level ft-#= 82.2 psi 5,134.6 16,503.0 Sliding Calcs Moment.....Allowable ft-#= 7,115.6 24,007.5 Lateral Sliding Force = less 100% Passive Force = - 5,064.1 lbs 1,434.4 lbs Service Level psi = I less 100% Friction Force = - 5,092.3 lbs Strength Level psi = 28.6 43.6 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 .... for l.5Stability = 1,069.4 lbs NG Anet(Masonry) in2= 91.50 139.50 I Rebar Depth 'd in= 5.25 9.00 Masonry Data fm Fy psi= psi = '. 2,500 60,000 2,500 60,000 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf= 84.0 133.0 Load Factors Building Code " CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = Seismic, E 1.000 Fy psl= I I I .1 Page 175 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IEU -9.5'- Seismic El Page: 3 Date: 5 JUL 2017 This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall t Code: CBC 2016,ACl 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths _Footing Design Results Toe Width = 0.50 ft TOO tf! Heel Width = 8.50 Factored Pressure = 3,169 1,357 psf Total Footing Width = 9.00 Mu': Upward = 392 52,331 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 50,414 ft-# Mu: Design = 258 -1,917 ft-# Key Width = 10.00 in Actual 1-Way Shear = 8.98 23.47 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = #6 @ 18.00 in Min. As.% = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 3.00 © Btm= 3.00 in Toe: 44@ 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*lambda*sqrt(fc)*Sm - Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.32 in2 fit If one layer of horizontal bars: if two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,238.7 3.53 7,895.2 Soil Over Heel = 9,096.8 5.25 477579 Surcharge over Heel Sloped Soil Over Heel Surcharge Oer Toe Surcharge Over Heel I I I I I I I I I I Adjacent Footing Load = 1,835.4 2.46 4,507.3 Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 843.0 3.53 2,972.8 Seismic Stem Self Wt = 146.9 5.52 811.0 Total 5,064.1 O.T.M. 16,186.3 I Resisting/Overturning Ratio = 4.51 Vertical Loads used for Soil Pressure = 14,549.4 lbs If seismic is included, the OTM and sliding ratios I be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of'active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Adjacent Footing Load = 2,417.7 6.75 16,321.7 Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Stem Weight(s) = 928.8 0.90 833.2 Earth @ Stem Transitions= 288.6 1.33 384.8 Footing Weight = 1,687.5 4.50 7,593.8 Key Weight = 0.92 Vert. Component = Total = '14,549.4 lbs R.M. 72,923.9 * Axial live load NOT included in total displayed or used for overtuming resistance, but is included for soil pressure calculation. Tilt I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.066 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 176 - Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr JWS Date: 5 JUL 2017 Description.... Wail IEU .9.5'- Seismiá I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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. DESIGNER NOTES: 9.5 Design Height, 6' exposed 2:1 slope at backfill Flat front assumed Seismic is included S i I I I SI I I I I I I Page 177 I Title Bressi Ranch Job#:17081 Dsgnr JWS Description.... I Wall IEU - 9.5'- Seismic This Wall in File: :\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 5 Date: 5JUL 2017 S RetainPro (c) 1987-2017, Build 11.17.04.04 1 License: KIN.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To : iin ENGINEERING, INC. IL icense Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing I \j. Lap Splice lengthfor #6 bar specified in this stem design segment = 30.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #6 bar specified in this stem design segment = . . 19.01 in length for #6 bar extending up into this stem design segment from below = 19.01 in I Development 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 = . 30.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #6 bar extending down into this stem design segment from above = I 19.01 in Development length for #6 bar specified in this stem design segment = . 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in • I As Provided = As Required = . 0.6600 in2lft 1.2493 in2/ft I •.. • . I & 1: • :. .1 . .1 I • i • I . . • . I. •.' Page 178 I. Title Bressi Ranch - Page : 6 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... S Wail IEU - 9.5' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. Page 179 I Title Bross! Ranch. Page: 7 - Job #: 17081 Dsgnr: JWS Date: 5-JUL 2017 Description.... I . Wail IEU -9.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: 1121-11 ENGINEERING, INC. I . ........... I AOj, La'a-d F60DW,. . . . . I . / ....,.. . . ..... . -...... .: . I P p=r 3E#/1 I 4074#3..3# . I47# Si-ismic lateral e'irth pressure [ I o Seismic due to stem self de)ght ri • ci•. . -1 . . .•,). . .. . : . •'!)• U , 3D I I I . 1 I I> I Page 180 · Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1 EU -9.5' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete U Masonry 620.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations O;O lbs . 1,860.0 lbs 3,100.0 lbs 4,340.0 lbs 5,580.0 lbs 1,210.0 lbs 2,480.0 lbs 3,720.0 lbs 4,960.0 lbs """ ~ - 9.33 ft Ii' ... ~: \ 1 It > (\ '\ ,, L ti ~· \ .. ~~ Ji . ( e ,\. 'i, t, $,1 ~ [ ·ee 'li ~ I; " I' ,, ,,,,_ ' . 2.67 ft t : .... ~ > ~~·. =« ,, -~ C< ., ~ ' ,, ' ~. ' 1, ,,....,.1,.,w· . ., f.·~ =--'-;':, ,,., -··· . I li .. ~ 1, ~' ,, ~ ' " Applied Sh •ar Olagran, .~ ' ~ \/ ::,; i :q k . . ·;.. . -I'\ ru ft . Page 181 Title Bressj Ranch Job # : 17081 Dsgnr: JWS Page : 9 Date: 5 JUL 2017 Description .... Wall 1EU -9.5' -Seismic This Wall in File: S:\17\1 7058 -Bressi Ranch\2 - Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (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-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 182 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IEU - 9.5 Page: 1 Date: 5JUL 2017 I This Wall in File: S:\17\17058-Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987.2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria Retained Height = 9.33 ft Wall height above soil = 0.17 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load - Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 6,000.0 lb Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft [Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 5.88 OK Sliding = 1.60 OK Total Bearing Load = 14,549 lbs resultant ecc. = 4.08 in Soil Pressure @ Toe = 1,983 psf OK Soil Pressure @ Heel = 1,250 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,777 psf ACI Factored @ Heel = 1,750 psf Footing Shear © Toe = 7.6 psi OK Footing Shear @ Heel = 27.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 4,074.2 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = - 5,092.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Stem Construction 2nd Design Height Above Ftg ft= Stem OK 2.67 Wall Material Above "Ht" = Masonry Design Method = LRFD Thickness = 8.00 Reber Size = # 6 Reber Spacing = 16.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.510 Total Force @ Section Service Level lbs = Strength Level lbs = 2,007.1 Moment .... Actual Service Level ft-# = Strength Level ft-# = 3,632.4 Moment.....Allowable ft-#= 7,115.6 Service Level psi = Strength Level psi = 21.9 Shear ..... Allowable psi= 90.0 Anet (Masonry) in2 = 91.50 Reber Depth 'd' in= 5.25 Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c psi= Fy psi= Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Bottom Stem OK 0.00 Masonry LRFD 12.00 #6 8.00 Edge 0.529 4,931.7 12,694.4 24,007.5 35.4 90.0 139.50 9.00 I 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 Page 183 1 LI I . Title Bressi Ranch . . Page: 2 Job#:17081 Dsgnr: JWS Date: 5JUL 2017 - Description.... I , Wall 1 E - 9.5• This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r R RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 u License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results - Toe Width = 0.50 ft Ig E1 I Heel Width = 8.50 Factored Pressure = 2,777 1,750 psf Total Footing Width = 9.00 Mu': Upward = 345 57,236 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 50,414 ft-# Mu: Design = 210 -6,821 ft-# Key Width = 10.00 in Actual 1-Way Shear = 7.63 27.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in I Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 I Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 2.92 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: I #4@ 7.41 in . #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in 1 Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance . Moment Force Distance Moment I Item lbs ft Heel Active Pressure = 2,238.7 3.53 ft-# lbs ft ft-# 7,895.2 Soil Over Heel = 9,096.8 5.25 47,757.9 Surcharge over Heel = Sloped Soil Over Heel Surcharge Over Toe = . Surcharge Over Heel = Adjacent Footing Load = 1,835.4 2.46 4,507.3 AdjaEént Footing Load = 2,417.7 6.75 16,321.7 I Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = . * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 ' Surcharge Over Toe = Total 4,074.2 O.T.M. 12,402.5 Stem Weight(s) = 928.8 0.90 833.2 Earth @ Stem Transitions = 288.6 1.33 384.8 , = = Footing Weight = 1,687.5 4.50 7,593.8 I. Resisting/Overturning Ratio = 5.88 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 14,549.4 lbs Vert. Component = Total = 14,549.4 lbs R.M.= 72,923.9 I * Axial live load NOT included in total displayed or used for overtuming 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 I the calculation of Overturning Resistance. Tilt I I . Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.058 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I : . Page 184 * Title Bross! Ranch Page 3 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... : Wall 1EU 95 I This Wallin File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r License: KW-06057955 RetainPro (c) 1987.2017, Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC.. DESIGNER NOTES: - 9.5' Design Height, 6exposed 2:1 slope at backfill . Flat front assumed Seismic NOT included I / : Page 185 1 I Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... I — Wall 1 E - 9.5' Page: 4 Date: 5JUL 2017 — This Wall in File: S:\17\17058 - Bressi Ranch\2 — Caics (In SD 07112017 and in SLC)\17058 — bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I icense 10: Ili ENGINEERING, INC. Rebar Lap & Embedment Lengths Information I Stem Design Segment: 2nd ( Stem Design Height: 2.67 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = 30.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #6 bar specified in this stem design segment= - 19.01 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in Lm LJSlfl Segment ouuom Stem Desigh Height: 0.00 ft above top of footing I Lap Splice length for #6 bar extending down into this stem design segment from above = 30.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in I Development length for #6 bar extending down into this stem design segment from above = ' 19.01 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in I As Provided = As Required= 0.6600 in2/ft 0.9610 in2/ft I_ s 1 I S I . . Page 186 Title Bressi Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall 1 E - SON I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Page 187 -. . Title Bressi Ranch. Page: 6: Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall 1 E - 9.5' This Wall in File: S:\1 7\17058 - Bressi Ranch - Calm (In SD 07112017 and in SLC)\1 7058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. .1 I 1 I 1 I I I I I I I I I I Page 188 Title Bressj Ranch Page : 7 Job# : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1 EU -9.5' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall[] Concrete [] Masonry Designer to detennine bar cutoff locations 0.0 lbs 520.0 lbs 1,560.0 lbs 2,600.0 lbs 3,640.0 lbs 4,680.0 lbs 1,040.0 lbs 2,080.0 lbs I 3,120.0 lbs 4,160.0 lbs u "" tt -- 9.33 ft k ~ r \ ~; \ t. ,, ... \ 'l ' ~ ~ """''"" " '"" ~ Iv· ,,, 2.67 ft ~· ' /", .•. _ J ... ,.....,... .... ,, ., 'i ··' ..... 1 :~ i' ,, ~ ~ J ., .... ~··· -~ -.. W• , ......... .,,. ,,,1t,1•,, t: -~ l !(' Applied Shear Oiagrart1 ~~ l • n nn tt . Page 189 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1 EU • 9.5' This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 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.310.0 ft-# 10,680.0 ft-# 1 s,020.0 ft-# 21,3so.o ft-# Page 190 Title Bross! Ranch Page: 1 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IFU - 10.2'. Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. Criteria I [Soul Data - Retained Height = 10.00 ft Allow Soil Bearing = 5,333.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Mthod Active Heel Pressure 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0:0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootinqilSoil Friction = 0.350 - Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load 1 Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 7.25 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 1,280.475 lbs Load at bottom of Triangular Distribution .......= 227.640 psf Total Service-Level Seismic Load = 896.333 lbs (Strength) Stem Weight Seismic Load F I W Weight Multiplier = 0.226 g Added seismic base force 155.8 lbs Page 191 I .. Title Bressi Ranch Page: 2: Job#:17081 Dsgnr: JWS Date: 5JUL 2017 Description.... I Wall IFU - 102- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R21-1 ENGINEERING, INC. I Design Summary I [Stem Construction j 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftc ft= 2.67 0.00 I Overturning = 4.70 OK Wall Material Above HV' = Masonry Masonry Sliding = 1.32 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 17,949 lbs Reber Size = # 7 # 6 I resultant ecc. = 8.73 in Reber Spacing . = 16.00 8.00 Soil Pressure @ Toe = 2,578 psf OK Reber Placed at = Data Edge Edge - Soil Pressure @ Heel = 1,012 psf OK fb/FB + fa/Fa = 0.811 0.923 Allowable = 5'333 psf Total Force @ Section U Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,609 psf - ACI Factored @ Heel = 1,416 psf Strength Level lbs= 3,657.0 7,343.9 • Footing Shear @ Toe = 10.6 psi OK Moment .... Actual 1 Footing Shear@ Heel = 34.7 psi OK Service Level - Allowable 82.2 psi Strength Level ft-#= 7,591.3 22,165.1 Sliding Calcs Moment.....Allowable ft-#= 9,365.6 24,007.5 Lateral Sliding Force = 5,831.3 lbs I less 100% Passive Force = - 1,434.4 lbs Service Level psi = less l00% Friction Force = - 6,282.3 lbs Strength Level psi= 40.0 52.6 Added Force Req'd = 0.0 lbs OK Shear.....Allowable -psi = 90.0 90.0 ....for 1.5 Stability = 1,030.3 lbs NG Anet (Masonry) in2 = 91.50 139.50 l Rebar Depth 'd in= 5.25 9.00 Masonry Data fm psi= 2,500 2,500 • Fy psi = 60,000 60,000 1 Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 840 133.0 Load Factors I 1Building Code CBC2OI6,ACI ' Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi= Seismic, E 1.000 Fy ' psi= I- .- 1 .:, ..- I . . - I H . • Page 192 I .. Title Bressi Ranch Job #:17081 Dsgnr JWS Description.... Wall IFU - 10.2'- Seismic Page:3 Date: 5JUL 2017 I This Walt in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-08051955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths L Footing Design Results j Toe Width 0.50 ft ]g jj Heel Width = 9.50 Factored Pressure = 3,609 1,416 psf Total Footing Width = 10.00 Mu': Upward = 447 73,615 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 68,276 ft-# Mu: Design = 312 -5,339 ft-# Key Width = 10.00 in Actual 1-Way Shear = 10.56 34.70 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 3.24 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 11,050.0 5.75 63,537.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 2,247.9 3.11 6,987.0 Adjacent Footing Load = 3,591.5 6.46 23,195.4 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 896.3 3.75 3,361.2 Soil Over Toe = 130.0 0.25 32.5 Seismic Stem Self Wt = 155.8 5.84 909.7 Surcharge Over Toe = Total 5,831.3 0 TM 20,750.1 Stem Weight(s) = 985.1 0.89 880.1 Earth @ Stem Transitions= 317.6 1.33 423.5 = = Footing Weight = 1,875.0 5.00 9,375.0 Resisting/Overturning Ratio = 4.70 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 17,949.3 lbs Vert. Component = Total = 17,949.3 lbs R.M.= 97,4.44.0 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.073 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 193 I - Title Bross! Ranóh Page: 4 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I . Wall IFU - 10.2'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 I License To: R21-11 ENGINEERING, INC. DESIGNER NOTES: . I .10.17 Design Height, 6' exposed 2:1 slope at backfill Flat front assumed Seismic is included . 1 ' I .,. . .. i H . 1 .. I .., . . S I .5 I . . . . .5 17 I 5 . I Page 194 Title Bressi Ranch - Page: 5 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IFU - 10.2'- Seismic I This Wall in File: S:\1717058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 Llcense:KW-06057955 Cantilevered Retaining Wall. Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: 1121-1 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing ) Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #7 bar specified in this stem design segment = 25.88 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above = 35.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #7 bar extending down into this stem design segment from above = 25.88 in Development length for #6 bar specified in this stern design segment= 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.6600 in2/ft As Required = . 1.6779 in2lft 1 0 I I I I I. - I 1 Page 195 ¼. 1 - Title Bressi Ranch - ' Job #: 17081 Dsgnr: JWS Description.... IWall IFU - 10.2 - Seismic This Wall in File: S:\1 7\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi Page: 6 Date: 5JUL 2017 I License: KW- License To: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 F Li I I J -,Page 196 Title Bross! Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IFU - 10.2' - Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Page 197 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1FU -10.2' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-08057955 License To : R2H ENGINEERING INC. Wall[] Concrete [] Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 760.0 lbs 2,280.0 lbs 3,800.0 lbs 5,320.0 lbs 6,840.0 lbs 0.0 lbs 1,520.0 lbs 3,040.0 lbs I 4,560.0 lbs 6,0~0.0 lbs 1n 17 ~ , 10.uu ft ; r :• ' :t f \ t. .\ ., J t: \ ?-..' ~ \ , \. ~ ;"" !; ,, ' -' ~"'" ' \: r, " " p ,..,,. i. " -......... 2.o, ft I ' '-., . ..,. .. ' "' l\~ ;, __ J I' ~ ~ k n "' ff Page 198 Title Bressi Ranch Job# : 17081. Dsgnr: JWS Page : 9 Date: 5 JUL 2017 Description .... Wall 1FU -10.2' • Seismic This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 199 Load Factors - Building Code I Dead Load Live Load Earth, H Wind, W I Seismic, E I. CBC 2016,ACI Equiv. Solid Thick. 1.200 Masonry Block Type 1.600 Masonry Design Method 1.600 Concrete Data 1.000 fc 1.000 Fy psi = psi = 32.5 43.8 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- I I Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall 1 F - 10.2' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page: 1 Date: 5 JUL 2017 RetalnPro (c) 1987-2017, License: KW-06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: R2H ENGINEERING, INC. Criteria Soil Data Retained Height = 10.00 ft Allow Soil Bearing = 4,000.0 psf H Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psflft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 . Soil height to ignore for passive pressure = 12.00 in :LL.L_ :. ____________ Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 7.25 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction 2nd Stem OK Wall Stability Ratios Design Height Above Ft9 ft=. 2.67 Overturning = 5.91 OK Wall Material Above Ht" = Masonry Sliding = 1.61 OK Design Method = LRFD Total Bearing Load = 17,949 lbs resultant ecc. = 5.87 in Soil Pressure @ Toe = 2,322 psf OK Soil Pressure @ Heel = 1,268 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,251 psf ACI Factored @ Heel = 1,775 psf Footing Shear @ Toe = 9.3 psi OK Footing Shear @ Heel = 38.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 4,779.1 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = - 6,282.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Page 200 I I I I I Li I [I I 1 I I 1 Thickness . = 8.00 Rebar Size = # 7 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.612 Total Force @ Section Service Level lbs = Strength Level lbs = 2,971.0 Moment .... Actual Service Level ft-# = Strength Level ft-# = 5,729.2 Moment.....Allowable ft-# = 9,365.6 Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Bottom Stem OK 0.00 Masonry LRFD 12.00 #6 8.00 Edge 0.740 6,109.6 17,771.5 24,007.5 I P1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics Title Bressl Ranch Page: 2 Job #:17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... WalI1FU-10.2' In SD 07112017 and in SLC)\17058 - bressi 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 Footing Design Results Toe Width = 0.50 ft Imfl Heel Width = 9.50 Factored Pressure = 3,251 1,775 psf Total Footing Width = 10.00 Mu': Upward = 403 79,231 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 68,276 ft-# Mu: Design = 269 -10,955 ft-# Key Width = 10.00 in Actual I-Way Shear = 9.32 38.02 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 3.24 in2 Min footing T&S reinf Area per foot 0.32 in2 Ift If one layer of horizontal bars: If two layers of horizontal bars: #4t 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces --& Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 11,050.0 5.75 63,537.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 2,247.9 3.11 6,987.0 Adjacent Footing Load = 3,591.5 6.46 23,195.4 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Total 4,779.1 0 TM 164792 Stem Weight(s) = 985.1 0.89 880.1 Earth @ Stem Transitions= 317.6 1.33 423.5 = Footing Weight = 1,875.0 5.00 9,375.0 Resisting/Overturning Ratio = 5.91 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 17,949.3 lbs Vert. Component = Total = 17,949.3 lbs R.M. 97,444.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cakulation. 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. LTilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.066 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 201 I I El I I 1 P L I I I I I I [11 P I Title Bress.11 Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I I.. - Wall IFU -10.2' This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017'and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: 10.2 Design Height, 6' exposed 2:1 slope at backfill Flat front assumed - Seismic NOT included 1 i . .,. .. i . '- I i: -- 1 - - 1 : I Page 202 Title Bressi Ranch • Page: 4 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description... Wail IFU. 10.2' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACi 318-14,ACI 530-13 License To R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 2.67 ft above top of footing Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in I Development length for #7 bar specified in this stem design segment = 25.88 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #7 bar extending down into this stem design segment from above = 35.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #7 bar extending down into this stem design segment from above = 25.88 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = / 0.6600 in2/ft As Required = 1.3453 in2/ft I I I. I I I • LI Page 203 I Title Bressi Ranch Page: '5, Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I Wall 1 F - 10.2' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 • License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 License To: R2H ENGINEERING, INC. I , I I I I I I , I I. I I I' I I I I Page 204 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IFU - 10.2' Page: 6 Date: 5JUL 2017 I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-08057955 Cantilevered Retaining Wall License To: R2H ENGINEERING. INC. Code: CBC 2016,ACI 318-14,ACI 530-13 • Aj Ftg L6ac16000 • . .Ecc.=0Jrorn CL. • _ Eli • . ,/' Pp= 1J.3438# OL 00 :— C.'., Co. C', C-, Page 205 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Page : 7 Date: 5 JUL 2017 Description .... Wall 1FU -10.2' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. WalO Concrete IJ Masonry Designer to determine bar cutoff locations 650.0 lbs 1,950.0 lbs 3,250.0 lbs 4,550.0 lbs 5,850.0 lbs. 0.0 lbs 1,300.0 lbs 2,600.0 lbs 3,900.0 lbs 5,200.0 lbs . . I" A '"I' LL - 10.00l'f -' (, ~ L·, ~ l ' \ _, ;.: 1: ~ \ ,, ' I 1-i• 7 ' ' ...,- i \ i) \. !; " ,, '\ I ' '-. ~ -·-,: '" ~ u "'"' ... _.,, = ,, ...... ... 2.67l'f ~ ' --' .. .... '"""' ""''"" ·-""' I ' " : ~ .r.,..,,,,., ,. r - s " p •• ~ Applied ~ar Oiagra"!, ,,. 11 nn·ft Page 206 Tille Bressl Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1FU • 10.2' This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11 .17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 207 I Title Bressi Ranch Page: 1 Job#:17081 Dsgnr: JWS, Date: 5JUL 2017 Description.... Wall 1 FL- 6.17'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - RotainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 I License To: R2H ENGINEERING, INC. Criteria Soil Data - - - Retained Height = 6.00 Allow Soil Bearing = 5,333.0 psf I Wail height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psflft Slope Behind Wall = 0.00 . = Height of Soil over Toe = 24.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf • Soil Density Toe = 13000 pcf FootingilSoil Friction = 0.350 Soil height to ignore I for passive pressure = 0.00 in _________••fJ _________________ Surcharge Loads _________________ Lateral Load Applied to Stem • Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs ...Height to Top = 0.00 ft Footing Width = 9.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 7.20 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 11.00 ft I Axial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -3.3 ft Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in (Service Level) Poisson' Ratio - s a io - 0 300 I Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 704.156 lbs Load at bottom of Triangular Distribution 194.250 psf Total Service-Level Seismic Load. . . .. = 492.909 lbs I (Strength) Stem Weight Seismic Load F1 / W, Weight Multiplier = 0.226 9 Added seismic base force 82.0 lbs I I I 1 I 9 Page 208 Title Bross! Ranch Page: 2 Job#:17081 Dsgnr: JWS Date: 5 JUL 217 Description.... Wail IFL- 6.17'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Coles (In SD 07112017 and in SLC)\17058 - bressi r 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. Design Summary Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ft9 ft = 2.67 0.00 Overturning = 3.44 OK Wall Material Above "Ht" = Masonry Masonry I Sliding = 1.30 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 5,543 lbs Rebar Size = # 4 # 5 resultant ecc. = 9.35 in Rebar Spacing = 16.00 16.00 1 Soil Pressure @ Toe = 1,644 psf OK Rebar Placed at = Design Data Edge Edge Soil Pressure @ Heel = 204 psf OK fb/FB + fa/Fa = 0.242 0.872 Allowable 5,333 psf Total Force @ Section 1 Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = . 2,302 psf ACI Factored @ Heel = 285 psf Strength Level lbs= 702.9 2,183.4 Footing Shear @ Toe = 5.7 psi OK Moment .... Actual Footing Shear @ Heel = 2.2 psi OK Service Level = I Allowable = 82.2 psi Strength Level ft-# = 822.8 4,493.9 Sliding Calcs Moment.....Allowable ft-#= 3,403.1 5,155.0 Lateral Sliding Force = less 100% Passive Force = - 2,020.4 lbs 686.6 lbs Service Level psi = I less 100% Friction Force = - 1,940.1 lbs Strength Level psi= 7.7 23.9 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi= 90.0 90.0 ....for 1.5 Stability = 403.8 lbs NG Anet (Masonry) in2= 91.50 91.50 I Rebar Depth 'd' in= 5.25 5.25 - Masonry Data I'm psi= 2,500 2,500 Fy psi= 60,000 60,000 I Solid Grouting = Yes Vertical component of active lateral soil pressure IS Yes Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data Wind, W 1.000 fc psi = . I Seismic, E 1.000 Fy psi= I I I I I I Page 209 eei Active I-'ressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = Seismic Stem Self Wt = Total 1,445.5 2.42 3,493.2 492.9 2.42 1,191.2 82.0 4.34, 355.4 2,020.4 O.T.M. 5,039.8 3,770.0 3.58 130.0 0.25 518.3 0.83 1,125.0 3.00 0.92 13,509.2 32.5 431.9 3,375.0 I I Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IFL. 6.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\1 7058 - bressi r Page: 3 Date: 5JUL 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths [Footing Design Results . Toe Width = 0.50 ft 122 H-e-qi Heel Width = 5.50 Factored Pressure = 2,302 285 psf Total Footing Width = 6.00 Mu': Upward = 281 9,656 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 14,496 ft-# Mu: Design = 169 4,841 ft-# Key Width = 10.00 in Actual 1-Way Shear = 5.71 2.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 @ 16.00 in t'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = # 6 @ 18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 1.94 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# - lbs ft ft-# I I I H I d LI I I I I Resisting/Overturning Ratio = 3.44 Vertical Loads used for Soil Pressure = 5,543.3 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 Weight = Key Weight = Vert. Component = I I I I I I, Total = 5,543.3 lbs R.M.= 17,348.6 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement' of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.047 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. 'I Page 210 0 Title Bross! Ranch Page: 4 - Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IFL- 6.17'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: 6.17 Design Height, 3' exposed I Adjacent retaining wall imposed load Seismic is included * 1 I ..- .1 'I 10 I • I I 0 0 0 . 0.01 00 I Page 211 I I . Title Bross! Ranch Job #:17081 Dsgnr JWS Description.... I , Wall IFL- 6.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro(c)1987.2017, Build 11.17.04.04 -----• . . -- Page:5 Date: 5 JUL 2017 License: KW.06057955 aniuueverea etainung vvaui Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information I 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 = I Lap Splice length for #5 bar extending up into this stem design segmentfrom below = V Development length for #4 bar specified in this stem design segment = I Development length for #5 bar extending up into this stem design segment from below = Stem Design Segment: Bottom I .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 inthis stem design segment = I 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 = V I . .. V • • I I . ., •. I H . • \ I • V I • . - . I - I 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 in2lft 0.5925 in2/ft Page 212 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wail IFL- 6.I7' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page: 6 Date: 5JUL 2017 I Retainpro (c) 1987-2017, BuIld 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Page 213 I - -Title Bressi Ranch - - Page: 7 Job #: 17081 Dsgnr: JWS. Date: 5 JUL 2017 - Description.... I . . . Wall IFL- 6.I7' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantulevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I 0 .Page 214 Title Bressj Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1 FL-6.17' -Seismic This Wall in File: S:\ 17\ 17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete 1J Masonry 220.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 660.0 lbs 1,100.0 lbs 1,540.0 lbs 1,980.0 lbs O;O lbs 440.0 lbs I 880.0 lbs 1,320.0 lbs 1,760.0 lbs 6.17 ft ~,: I 6.00 ft .... . .. ; I: \ I: \ 1, ~\ 14-,. f'· I·' ~ .. ~ ~ ~-t ,,_,,., ..,,,.. '"-L . ,. \: ~ 2.1fr n ' Jl . •• !: .. ~---. '""''" 1-- I • t, " J I: ' :, (' (.~ -~ 1 . *""'* ..r,c,.-... ,,,...-. " .. ·, . ••r ···•· --"f -~ ' ;, .. .._ • " ~~ t I • l Applied sh+a, Olagrarrc I •. II " ft Page 215 Title Bressi Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1FL-6.1T -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 0.0 ft-# 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 ft-# 1, 140.0 ft-# 2,2ao.o ft-# I 3,420.0 ft-# 4,sso.o ft-# Page 216 Adjacent Footing Load Adjacent Footing Load = 0.0 lb Footing Width = 9.00 ft Eccentricity = 7.20 in Wall toFtgCLDist = 11.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - - 3.3 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry LRFD 8.00 #5 16.00 Edge 0.447 Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= psi= 3.9 12.6 psi= 90.0 90.0 in2= 91.50 91.50 in= 5.25 5.25 psi= 2,500 2,500 psi = 60,000 60,000 = Yes Yes = 12.89 12.89 psf= 84.0 84.0 Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IFL- 6.17' Page: 1 Date: 5JUL 2017 [I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Lcriteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem [ Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 0.0 lbs (Service Level) Axial Load Eccentricity = 0.0 in I Design Summary Stem Construction 2nd Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 2.67 Overturning = 6.84 OK Wall Material Above "Ht" = Masonry Sliding = 2.98 OK Design Method = LRFD Total Bearing Load = 5,608 lbs resultant ecc. = 4.28 in Soil Pressure @ Toe = 1,268 psf OK Soil Pressure @ Heel = 601 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,775 psf ACI Factored @ Heel = 842 psf Footing Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 1,051.3 lbs less 100% Passive Force = - 1,174.1 lbs less 100% Friction Force = - 1,962.9 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.116 Total Force @ Section Service Level lbs = Strength Level lbs = 354.8 Moment .... Actual Service Level ft-# = Strength Level ft-# = 393.9 Moment.....Allowable ft-#= 3,403.1 1,152.0 2,304.0 5,155.0 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 7.60 = Normal Weight = LRFD psi= psi= I Page 217 I . . Title Bressi Ranch Page: 2 Job #:17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I . Wall IFL- 6.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: R21-11 ENGINEERING, INC. U License Footing Dimensions & Strengths [_Footing Design Results - Toe Width = 0.50 ft I Heel Width = 5.50 192 Factored Pressure = 1,775 842 psf Total Footing Width = 6.00 Mu': Upward = 219 12,761 ft-# Footing Thickness = 15.00 in Mu': Downward = 144 14,496 ft-# Mu: Design = 74 1,735 ft-# Key Width , = 10.00 in, Actual 1-Way Shear = 3.22 1.99 psi • Key Depth - = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi • Key Distance from Toe = 0.50 ft Toe Reinforcing = #4 @ 16.00 in ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top 3.00 @ Btm.= 3.00 in Toe: #4© 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm I . Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinfAfea 1.94 02 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: ,I #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in I I Summary of Overturning & Resisting Forces & Moments . OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,051.3 2.42 I 2,540.5 Soil Over Heel = 3770.0 3.58 13,509.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = I Axial Dead Load on Stem =. Load @ Stem Above Soil = * Axial Live Load on Stem = = - . Soil Over Toe = 195.0 0.25 48.8 Surcharge Over Toe = Total 1,051.3 O.T.M. 2,540.5 Stem Weight(s) = 518.3 0.83 431.9 Earth @ Stem Transitions = = = Footing Weight = 1,125.0 3.00 3,375.0 Resisting/Overturning Ratio = 6.84 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 5,608.3 lbs Vert. Component = I Total = 5,608.3 lbs R.M. 17,364.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure ca(culation. I 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 I the calculation of Overturning Resistance. Tilt I I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) / Soil Spring Reaction Modulus 250.0 . pci I Horizontal Defi © Top of Wall (approximate only) 0.036 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. n I . Page 218 Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall 1 FL- 6.17' I This Wall in File: S:\17\17058 - Bressi Ranch',2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 1 License To: R2H ENGINEERING,% INC. DESIGNER NOTES: 6.17 Design Height, 3' exposed Adjacent retaining wall imposed load Seismic NOT included I I ¼ I I I I I I 1 'I I 1 Page 21 I Title Bressi Ranch Page: 4 Job #:17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I Wail IFL- 6.17 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - RetainPro (c) 1987-2017, Build 11.17.04.04 • I License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 U License To: R2H' ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing • f - Lap Splice length for #4 bar specified in this stem design segment = . 20.00 in I Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in Development length for #4 bar specified in this stem design segment = 12.00 in length for #5 bar extending up into this stem design segment from below = 13.54 in I Development Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing - - I Lap Splice length for #4 bar extending down into this stem design segment from above = 20.00 in - Lap Splice length for #5 bar.specified in this stem design segment = 25.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #5 bar specified in this stem design segment = - 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in I As Provided = • • As Required = 0.2325 in2/ft 0.3037 in2/ft I . •• .. • - I I . .- •• • . \ - . I - I , - I . Page 220 Title Bressi Ranch Page:5 Job #:17081 Dsgnr. JWS Date: 5JUL 2017 Description.... Wall IFL- 6.17' 1 This Wallin File: S:\1 7\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RotainPro (c) 1987.2017, Build 11.17.04.04 License :KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Page 221 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IFL- 6.17 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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. Page 222 I I I I 1 I I Li I I I I I I I I I I Title Bressj Ranch Page : 7 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1 FL-6.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry 120.0 lbs 0.0 lbs 6.17 ft ---s.oo ft ; } ; ::, \ ~:. :, \ ~: ii .; ,; 240.0lbs .... ;J Ii \ i ~ ,, ~, 2.tSI ft ~ ' ' ,,, " '"' =· L ; 1 !, I ti , .. "' l ~ ii ,. "' .: Applied Shear Oi(lgna.,,~ hj ' n "' ft Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 360.0 lbs 600.0 lbs 840.0 lbs 1,080.0 lbs I 480.0 lbs 720.0 lbs 960.0 lbs I, < . ' ~ .. ~ ~ " : ···~ !. ;f ~~ k· ' ' ; t' ,, f. ,it, ! .... ,, Page 223 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1 FL· 6.17' This Wall in File: S:\17\1 7058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 0.0 ft-# 570.0 ft-# 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,1 30.0 ft-# 1.110.0 ft-# 2,280.0 ft-# 3,420.0 ft-# 4,560.0 ft-# Page 224 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IFL- 9.5'- Seismic Page: 1 Date: 7 JUL 2017 I This Wall in File: S:\1717058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in 7058 - bressi r Retalnpro(c)1987-2017, Build 11.117.04.04 • _. . - - License: icense TO : K2H ENciINRINri, INC. taniuueverea eiauning waui Code: CBC 2016,ACl 318-14,ACI 530-13 LCriteria Soil Data Retained Height = 9.33 ft Allow Soil Bearing = 5,333.0 psf ' Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 45.0 psf/ft Slope Behind Wall = 5.00 = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pd Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem 1djacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 14861.4 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 9.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 7.20 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Fig CL Dist = 11.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 1,138.673 lbs Load at bottom of Triangular Distribution .......= 215.250 psf Total Service-Level Seismic Load = 797.071 lbs (Strength) LStem Weight Seismic Load • F, / W Weight Multiplier = 0.226 g Added seismic base force 149.9 lbs Page 225 I Title Bross! Ranch Page.: 2 . Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... I : Wall IFL- 9.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. I Design Summary Stem Construction 2nd Bottom Stem OK Stem OK . Wall Stability Ratios Design Height Above Ftg ft= 3.34 0.00 I Overturning = 6.79 OK Wall Material Above "Ht" Masonry Masonry Sliding , = 1.33 Ratio< 1.51 Design Method = LFFD LRFD Thickness = 8.00 : 12.00 1 . - ' Total Bearing Load = resultant ecc. = 23,400 lbs 1.23 in Reber Size = Reber Spacing = # 5 16.00 # 6 - 8.00 Soil Pressure @ Toe 2,144 psf OK Reber Placed at = Data Edge Edge' Soil Pressure @ Heel = 1,926 psf OK fbIFB + fa/Fa = 0.709 0.879 Allowable = 5'333 psf Total Force @ Section . Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,002 psf ACI Factored @ Heel = 2,696 psf Strength Level lbs = 1,806.9 6,571.1 • Footing Shear @ Toe = 7.8 psi OK Moment .... Actual Footing Shear @ Heel Allowable : 71.9 psi OK Service Level ft-# = 82.2 psi Strength Level ft-#= 3,656.5 16,298.0 Sliding Cates Moment ..... Allowable ft4= 5,155.0 24,007.5 Lateral Sliding Force : = 6,995.4 lbs I less 100% Passive Force = - 1,109.1 lbs Service Level psi= less 100% Friction Force = - 8,190.1 lbs Strength Level psi= 19.7 47.1 Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi = 90.0 90.0 for 1.5 Stability = 1,193.8 lbs NG Anet (Masonry) . in2= 91.50 139.50 1 . Reber Depth 'd' in= 5.25 9.00 Masonry Data I'm psi= 2,500 2,500 Fy psi = 60,000 60,000 I . Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 ' Load Factors Building Code CBC2O16,ACI Equiv. Solid Thick. in= . 7.60 11.60W Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi= Seismic, E 1.000 Fy - psi= I .. I . 1 I . I . . . I .. Page 226 I Page: 3 Date: 7 JUL 2017 - Title. Bressi. Ranch Job#:17081 Dsgnr: JWS Description.... Wall IFL- 9.5'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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] - Footing Design Results Toe Width = 0.50 ft Heel Width = 11.00 Factored Pressure = 3,002 2,696 psf Total Footing Width = 11.50 Mu': Upward = 375 139,223 ft-# Footing Thickness = 15.00 in Mu': Downward = 173 99,015 ft-# Mu: Design = 201. -40,208 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.78 71.91 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @18.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm. 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26.in, #9@ 37 Heel: #4@ 3.00 in, #5@ 4.66 in, #6@ 6.61 in, #7@ 9.01 in, #8@ 11.86 in, #9@ 15.02 Key: No key defined Min footing T&S reinf Area 3.73 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft . ft-# lbs ft ff4 Heel Active Pressure = 3,560.8 4.19 14,931.5 Soil Over Heel = 12,129.0 6.50 78,838.5 Surcharge over Heel = Sloped Soil Over Heel = 1,300.0 8,17 10,616.7 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 2,487.6 1.72 4,272.6 Adjacent Footing Load = 6,413.2 8.09 51,856.3 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 797.1 3.53 2,811.0 Soil Over Toe = 195.0 0.25 48.8 Seismic Stem Self Wt = 149.9 5.40 809.0 Surcharge Over Toe = Total 6,995.4 0 TM 22,824.1 Stem Weight(s) = 947.4 0.91 863.5 Earth @ Stem Transitions= 259.6 1.33 346.1 = = Footing Weighi = 2,156.3 5.75 12,398.4 Resisting/Overturning Ratio = 6.79 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 23,400.4 lbs Vert. Component Total = 23,400.4 lbs R.M.= 154,968.2 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.048 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 227 I I I [1 I I I I I I 1 I Li I 1 I Title Bressi Ranch Page: 4 Job # : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... - I . Wail IFL- 9.5 Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACi 318714,ACi 530-13 I License To R2H ENGINEERING, INC. DESIGNER NOTES: I / 9.5' Design Height, 6' exposed Adjacent retaining wall imposed load -. Seismic is included ..- I I . I- -, I I -,.- i .. I I Page 228 'Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description:... / Wall IFL- 95' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\.2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetálnPro (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: 1121-11 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.34 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in - I 25.00 in - I 30.00 in 13.54 in 19.01 in 7.67 in 0.6600 in2/ft 1.2337 in2lft I I I 1 - I HI LI I 1 Page 229 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 = Title Bressi Ranch • Page: 7 Job #: 17081 Dsgnr: JWS Date: 7JUL 2017 Description.... Wall IFL- 9.5'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and 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. 7058 - bressi r I Page 231 Title Bressj Ranch Page: 8 Job # : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1FL-9.5' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete IJ Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13 Designer to determine bar cutoff locations 0 OJ"-_!)fiQ.!;l ~ ~f:31~il 1,980.0 lbs 3,300.0 lbs 4,620.0 lbs 5,940.0 lbs -, .0 lbs 2,640.0 lbs 3,960.0 lbs 5,280.0 lbs I 9.33 ft '· ' 1,· :, 1, , \• I t' \ .,. \ J ~ \ ... t ' -:'\ .'. ,, I, .. · j, ·.,• '"'·""""' ·~~=" :<,, ~-· ' ; h ' 3.34 ft ~ ' . . .,.,,· .. ' "' ~ It '"''"""' ·-r·-[· " ~~ ~ f ,,, "'" -~ ..... , .. '"' ···-~,/~r ... ,.. ... , :~' f ---...~ ,:: ,? ,, Applied Shear Oiagtan'f J . ~ " (1 '" " Page 232 Title Bressj Ranch Page: 9 Job#: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1 FL-9.5' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 - Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Allowable Moment Line Concrete Masonry Designer to detennine bar cutoff locations of...Soil 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# :i,3-iu.O ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 233 Retained Height = 933 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Slope Behind Wall = 5.00 Active Heel Pressure = 45.0 psf/ft = Height of Soil over Toe = 36.00 in Passive Pressure = 130.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingISoil Friction = 0.350 / Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 8.07 OK Sliding = 1.54 OK J Total Bearing Load = 23,415 lbs resultant ecc. = 0.59 in Soil Pressure @ Toe = 1,984 psf OK Soil Pressure © Heel = 2,088 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,778 psf ACI Factored @ Heel = 2,923 psf Footing Shear @ Toe = 7.0 psi OK Footing Shear © Heel = 74.2 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 6,048.4 lbs less 100% Passive Force = - 1,109.1 lbs less 100% Friction Force = - 8,195.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Concrete Data Wind, W 1.000 fc Seismic, E 1.000 Fy I I in= 7.60 11.60 = Normal Weight = LRFD psi= psi= Title Bross! Ranch Page: 1 Job #:17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IFL- 9.5' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r / RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. I Criteria I ISoil Data I I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil beanng ________• .: ._____-. Adjacent Footing Load Adjacent Footing Load = 14861.4 lbs Footing Width = 9.00 ft Eccentricity = 7.20 in Wall to Ftg CL Dist = 11.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - - 3.3 ft Poisson's Ratio = 0.300 Stem Construction 11 2nd Bottom Stem OK Stern OK Design Height Above Ft9 ft= 3.34 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = LRFD LRFD Thickness = 8.00 12.00 Rebar Size = # 5 # 6 Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.502 0.527 Total Force @ Section Service Level lbs = Strength Level lbs = 1,328.2 5,471.5 Moment .... Actual Service Level ft-#= Strength Level ft-#= 2,587.2 12,656.0 Moment.....Allowable ft-#= 5,155.0 24,007.5 Service Level psi = Strength Level pi = 14.5 39.2 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 1 I I I I I I 1 I I I Li Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) I Page 234 Title Bressi Ranch Page: 2 Job# 17081 Dsgnr JWS Date 7 JUL 2017 4 . Description.... Vi Wall IFL- 9.5' I : This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017. Build 11.17.04.04 License: KW-06057955 .. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. - Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft 191 E.gj Heel Width = 11.00 Factored Pressure = 2,778 2,923 psf Total Footing Width = 11.50 ' Mu': Upward = 348 140,055 ft-# Footing Thickness '= 15.00 in Mu': Downward = 173 99,015 ft-# Mu: Design = 174 -41,040 ft-# Key Width T 10.00 in Actual 1-Way Shear = 7.00 74.16 psi Key Depth 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe '= . 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 8.00 in Footing Concrete Density 150.00 pd ' - Key Reinforcing = #6 @ 18.00 in Mm. As % J = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 - © Btm.= 3.00 in Toe: #4© 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 2.94 in, #5@ 4.56 in, #6@ 6.47 in, #7© 8.83 in, #8@ 11.62 in, #9@'14.71 Key: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm .1 - ••• Min footing T&S reinf Area 3.73 in2 Min footing T&S reinf Area per foot 0.32 in2 itt - . . If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4© 14.81 in :. #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in . . #6© 32.59 in , •. Summa of Overturning & Resisting Forces & Moments OVERTURNING . RESISTING..... . . Force Distance Moment . Force Distance Moment Item - . - lbs ft i ft-# lbs ft ft-# Heel Active Pressure = 3,560.8, , 4.19 . 14,931.5 Soil Over Heel = 12,129.0 - 6.50 78,838.5 - Surcharge over Heel = .• Sloped Soil Over Heel = 1,300.0 8.17 10,616.7 Surcharge Over Toe = . Surcharge Over Heel = ; Adjacent Footing Load = 2,487.6' 1.72 4,272.6 Adjacent Footing Load = . 6,413.2 . 8.09 51,856.3 Added Lateral Load = . I Axial Dead Load on Stem = . . Load @ Stem Above Soil = . * Axial Live Load on Stem = .- - = . Soil Over Toe = 195.0 0.25 48.8 Surcharge Over Toe = - • Total 6,048.4 O.T.M. 19,204.1 Stem Weight(s) = 961.7 4 0.91 . 875.4 Earth © Stem Transitions=, 259.6 1.33 346.1 = . .. Footing Weight = 2,156.3 5.75 12,398.4 Resisting/Overturning Ratio 8.07 Key Weight '5 0.92 Vertical Loads used for Soil Pressure = 23,414.7 lbs Vert. Component = Total = 23,414.7 lbs R.M. 154,980.1 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 cornponent of active lateral soil pressure IS NOT considered in • the calculation of Overturning Resistance. Tilt . . . . Horizontal Deflection at Ton of Wall due to settlement of soil ' • , . (' (Deflection due to wall bending not considered) -, Soil Spring Reaction Modulus t . 250.0 pci' Horizontal Defi @ Top of Wall (approximate only) . 0.048 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, becausd the wall would then tend to rotate into the retained soil. t Page 235 I S Title 8ressiRanch - Page: 3 Job # : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IFL- 9.5' This Wallin File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACi 530-13 I License To: R2H ENGINEERING, INC. DESIGNER NOTES: I 9.5' Design Height, 6' exposed Adjacent retaining wall imposed load Seismic NOT included I * . I . I .5 I I I, H I S a 1 '5 5- 1 • . •' i . 1 5. I S - Page 236 Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description.... Wail IFL- 9.5' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 3.34 ft above top of footing ( Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in U 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 = 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = . 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment 7.67 in As Provided = 0.6600 in2/ft As Required = . 0.9580 in2lft I 1 I 'I 1 1 4' S r Page 237 Title Bressi Ranch. Page: 5 Job # : 17081 Dsgnr: JWS - Date: 7 JUL 2017 Description.... Wall IFL- 9.5' This Wall in File: S:\17\17058 - Bressi Ranch - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - 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. - I I *- 1 I Page 238 77 TiI oa 161 p 11.99.0 - - CS:' Lfl., CO V C)) F- N I I I I I [U I I I Title Bressi Ranch Page: 6 Job#:17081 Dsgnr. JWS Date: 7JUL 2017 Description.... Wall IFL- 95' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calm (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14ACI 530-13 License To: R21-1 ENGINEERING, INC. I I I I Page 239 1 Title Bressj Ranch Page : 7 Job# : 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1 FL-9.5' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallD Concrete IJ Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 570.0 lbs 1,710.0 lbs 2,850.0 lbs 3,990.0 lbs 5,130.0 lbs 0.0 lbs ~..&Top~ QI) lbs 2,280.0 lbs 3,420.0 lbs 4,560.0 lbs u ~· tt 9.JJtt " t' !t i \ :, ,.; "' \ t "' ; F r, \ >;,·, f 1, .. •1-\, :,:-F ~-Ii ' . (: ~ \.. ,, 3.34 ft 1:• 1, ' ,. ... \ t ' ~} ~ ,, ,.,,..,, .. ~ ... .,..,.. """"·' .,,, "'""' i• " ,, ~ ~ ,., . .. , --.......... .~ ~!:---·• .. 1 "" Applied Shear Oiagranf i ; " . 0 00 tt Page 240 Title Brass; Ranch Page: 8 Job#: 17081 Dsgnr: JWS Date: 7 JUL 2017 Description .... Wall 1 FL-9.5' This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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-# 0.0 ft-# To ~ ft-# 10,680.0 ft-# 16,0~0.0 ft-# 21 ,360.0 ft-# I Page 241 Title Bressi Ranch Page: 1 Job #:17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGU - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. Criteria . Soil Data -- . Retained Height = 10.67 ft Allow Soil Bearing = 5,333.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft = Slope Behind Wall 2.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in :t Surcharge Loads Lateral Load Applied to Stem • rMjcent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load - Method : Triangular Total Strength-Level Seismic Load = 1,373.689 lbs Load at bottom of Triangular Distribution .......= 225.750 psf Total Service-Level Seismic Load = 961.582 lbs (Strength) Stem Weight Seismic Load F, I W Weight Multiplier = 0.226 g Added seismic base force 164.7 lbs Page 242 eTjte Bross! Ranch Page: 2 Job#:17081 Dsgnr: JWS Date: 5JUL 2017 Description.... Wall IGU - 10.83'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RatainPro (c) 1987.2017, Build 11.17.04.04 Ucense:KW.06057955 Cantilevered Retaining Wall" Code: CBC2OI6,ACI 318-14,A0I 530-13 License To: R21-11 ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ft9 ft= 2.67 0.00 Overturning = 2.37 OK Wall Material Above "Ht" = Masonry Masonry I Sliding = 1.18 Ratio <1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 19,773 lbs Reber Size = # 6 # 6 resultant ecc. = 24:34 in Rebar Spacing = ) 8.00 8.00 I Soil Pressure @ Toe = 3,939 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = 0 psf OK fbIFB + fa/Fa = 0.756 0.947 Allowable = 5,333 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 5,515 psf ACl Factored @ Heel = 0 psf Strength Level lbs = 3,564.7 6,300.6 Footing Shear @ Toe = 13.5 psi OK Moment .... Actual f Service Footing Shear @ Heel = 6.9 psi OK Level ft-# = Strength Level ft-# = ' 9,725.8 22,727.0 I Allowable = 82.2 psi Sliding Calcs Moment.....Allowable ft-#= 12,870.0 24,007.5 Lateral Sliding Force = 8,883.3 lbs less 100% Passive Force = - 3,600.0 lbs Service Level psi = I less 100% Friction Force = - 6,920.6 lbs Strength Level psi = 39.0 45.2 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 - ....for 1.5 Stability = 2,804.3 lbs NG Anet (Masonry) in2 = 91.50 I Rebar Depth 'd in= 5.25 139.50 • • 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 • I = Normal Weight = LRFD psi= psi= Masonry Data fm Fy Solid Grouting Vertical component of active lateral soil pressure IS Modular Ratio 'n' NOT considered in the calculation of soil bearing Wall Weight Load Factors Building Code CBC 2016,ACI Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H . . 1.600 Concrete Data Wind, W 1.000 fc Seismic, E 1.000 Fy r I I I I VI I Page 243 I Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr JWS Date: 5 JUL 2017 Description.... IGU - 10.83'- Seismic 'Wall This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 To: R2H ENGINEERING, INC. I License Footing Dimensions & Strengths Design Results _Footing - Toe Width = 0.50 ft Heel Width = 10.25 - Factored Pressure = 5,515 0 psf I Total Footing Width = 10.75 Mu': Upward = 678 57,012 ft-# - Footing Thickness = 18.00 in Mu': Downward = 146 108,647 ft-# Mu: Design = 532 51,635 ft-# • Key Width = ,12.00 Actual 1-Way Shear 13.48 6.91 psi • Key Depth = 18.00 n Allow 1-Way Shear = 82.16 82.16 psi - Key Distance from Toe = 0.50 ft 11 Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy =. 60,000 psi Heel Reinforcing = #7 @8.00 in • Footing Concrete Density = 150.00 pd Key Reinforcing = # 6 @ 16.00 in • - Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4t 2.97 in, #5@ 4.60 in, #6@ 6.53 in, #7@ 8.90 in, #8@ 11.72 in, #9© 14.83 I . . Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 4.18 in2 Min footing T&S reinf Area per foot 0.39 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: I #4 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in S #6@ 13.58 in #6@ 27.16 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING RESIS11NG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# ' lbs ft ft-# Heel Active Pressure = 7,757.0 5.60 43,426.2 Soil Over Heel = 12,830.7 6.13 78,587.9 Surcharge over Heel = ' Sloped Soil Over Heel = 2,780.8 7.67 21,319.3 Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjàènt Footing Load = U Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 961.6 4.06 3,900.8 Soil Over Toe = 130.0 0.25 32.5 • Seismic Stem Self Wt = / 164.7 6.41 1,055.5 Surcharge Over Toe = Total 8,883.3 O.T.M. 48382.5 Stem Weight(s) = 1,041.4 0.89 927.0 Earth @ Stem Transitions= 346.7 1.33 462.2 Footing Weighi = 2,418.8 5.38 13,000.8 Resisting/Overturning Ratio = 2.37 Key Weight = 225.0 1.00 225.0 I Vertical Loads used for Soil Pressure = 19,773.3 Ibi Vert. Component = Total = 19,773.3 lbs R.M. 114,554.7 • 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 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 I the calculation of Overturning Resistance. 1 - Tilt N - Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci I Horizontal Defi @ Top of Wall (approximate only) 0.110 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 244 -. Title Bress.11 Ranch Page: 4 Job # : 17081 Dsgnr: JWS D'ate: 5 JUL 2017 Description.... Wall IGU - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. DESIGNER NOTES: 10.83 Design Height, 6' exposed I 2:1 slope at backfill Flat front assumed Seismic is included I i I •-' I I I I 'I H I 1 I Page 245 Title Bressi Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date 5 JUL 2017 Description.... I ,. Wall IGU - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r V - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 V I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information V Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing V Lap Splice length for #6 bar specified in this stern design segment = * V 1 30.00 in I Lap Splice length far #6 bar extending up into this stem design segment from below = 30.00 in Development length for #6 bar specified in this stem design segment = V 19.01 in length for #6 bar extending up into this stem design segment from below = 19.01 in I Development Stem Design Segment: Bottom V - Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #6 bar extending down into this stem design segment from above = V 30.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #6 bar extending down into this stem design segment from above = 19.01 in I Development length for #6 bar specified in this stem design segment = . 19.01 in V Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = . 0.6600 in2lft As Required = V 1.7204 in2lft I , V V - I •V V V • •, V - I V V V V I . I I . H •V I I Page 246 Page: 6 Date: 5 JUL 2017 Title Bréssi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IGU - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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: R21-11 ENGINEERING, INC. ;oI '•" ______________________________ ________ 16in -1 .-LP , k Ày' 1 -8 K Page 247 I I I I I I I I Li I I I I I I I I I .Title Bressi Ranch Page: 7 Job#:17081 Dsgnr: JWS Date: 5JUL 2017 Description.... Wall IGU - 10.83'- Seismic This Wallin File: S:\117058 - Bressi Ranch - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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. I .. ... ... . ... ... I: 1 ç / I . 57 cis sm eint CL I I I . Page 248 Title Bressi Ranch Job#: 17081. Dsgnr: JWS ·-Page: 8 Date: 5 JUL 2017 Description .... Wall 1GU -10.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete U Masonry 9 ~ fa Top of Soil Designer to detennine bar cutoff locations .0 lbs 1,950.0 lbs 3,250.0 lbs 4,550.0 lbs 5,850.0 lbs 0. 1,300.0 lbs 2,600.0 lbs 3,900.0 lbs 5,200.0 lbs "" n .. ~ 1U.ti/ ft ~- I~ \ I• \ • ,,. ~ \ ~· - ' " .~~ J• f, ... ."' ; ·~ ' <r -~ ··" . "1, 1. ., r~ ' ~ " ~- 3; I• , .. r "t"'- ..... _ ' I• 2.67 ft I l ' ..... ~~ ··-··" " I: ~ ~; ... .... l' ... ··-· ... . •"". ~'''"''" ,. . '·-··· ,,.,,, . • " ix • f"-Appned Shear Diagrant n. ; 1,, ,, n Ill ft Page 249 TiUe Brass! Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GU -10.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Masonry Top of Soil Designer to determine bar cutoff locations .0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# s,340.0 ft-# 1 o,spo.o ft-# 1 s.020.0 ft-# 21 ,360.0 ft-# Page 250 Soil Pressure @ Toe = 3,665 psf OK Soil Pressure @ Heel = 14 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 5,130 psf ACt Factored © Heel = 20 psf Footing Shear @ Toe = 12.4 psi OK Footing Shear @ Heel = 4.1 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 7,757.0 lbs less 100% Passive Force = - 3,600.0 lbs less 100% Friction Force = - 8,277.3 lbs Added Force Reqd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing L Stem Construction 2nd Bottom Stem OK Stem OK Design Height Above Ft9 ft= 2.67 0.00 Wall Material Above Ht = Masonry Masonry Design Method = LRFD LRFD Thickness = 8.00 12.00 Rebar Size = # 6 # 6 Rebar Spacing = 8.00 8.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.583 0.742 Total Force @ Section Service Level lbs = Strength Level . lbs= 2,816.0 5,009.4 Moment .... Actual Service Level ft-# = Strength Level ft-#= 7,509.3 17,816.6 Moment.....Allowable ft-#= 12,870.0 24,007.5 p51 psi = psi = 1n2= in= 30.8 90.0 91.50 5.25 35.9 90.0 139.50 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= Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGU - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 License To: 1121-1 ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 Criteria Soil Data - ..... Retained Height = 10.67 ft Allow Soil Bearing = 4,000.0 psf Wall height b •l - eig t a ove soil - 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 = I Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore . . for passive pressure = 12.00 in .1 I I I I i LSurcharge Loads 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 = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.64 OK Sliding = 1.53 OK Total Bearing Load = 19,773 lbs resultant ecc. = 21.33 in Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd Masonry Data rrn Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 I Li W111111 i I i I I U Page 251 1 Force Distance Moment Item - lbs ft ft-# Heel Active Pressure = 7,757.0 5.60 43,426.2 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 7,757.0 O.T.M. 43,426.2 Resisting/Overturning Ratio = 2.64 Vertical Loads used for Soil Pressure = 19,773.3 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjécent 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 = Title Bressi Ranch - Page: 2 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGU - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 License To: R21-1 ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 Footing Dimensions & Strengths L_Footing Design Results Toe Width = 0.50 ft 1:iQI Heel Width = 10.25 Factored Pressure = 5,130 20 psf Total Footing Width = 10.75 Mu': Upward = 631 63,560 ft-# Footing Thickness = 18.00 in Mu': Downward = 146 108,647 ft-# Mu: Design = 486 45,086 ft-# Key Width = 12.00 in Actual 1-Way Shear = 12.43 4.08 psi Key Depth = 18.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 7 © 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = # 6 @ 16.00 in Min, As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4@ 3.40 in, #5@ 5.27 in, #6@ 7.47 in, #7@ 10.19 in, #8@ 13.42 in, #9© 16.9 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 4.18 in2 Min footing T&S reinf Area per foot 0.39 in2 lit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in• #6@ 13.58 in #6@ 27.16 in I Summary of Overturninq & Resistinci Forces & Moments . I I I i i I I I Force Distance Moment lbs ft ft-# 12,830.7 6.13 78,587.9 2,780.8 7.67 21,319.3 130.0 0.25 32.5 1,041.4 0.89 927.0 346.7 1.33 462.2 2,418.8 5.38 13,000.8 225.0 1.00 225.0 I I I I p I Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Total = 19,773.3 lbs R.M.= 114,554.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Tilt I I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.103 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 252 Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGU - 10.83 I. This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016;ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed I 2:1 slope at backfill Flat front assumed Seismic NOT included . H I I I . I I 1 I I I I I I Page 253 I . Title Bressi Ranch Page: 4 - Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 / Description.... I . . Wail IGU. 10.83' This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r - 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. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = 30.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #6 bar specified in this stem design segment = 19.01 in length for #6 bar extending up into this stem design segment from below = 19.01 in I Development Stem Design Segment: Bottom . Stem Design Height: 0.00 ft above top of footing f I LapSplice length for #6 bar extending down into this stem design segment from above = 30.00 in Lap Splice length for #6 bar specified in this stm design segment = 30.00 in Development length for #6 bar extending down into this stem design segment from above 19.01 in I Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.6600 in2lft I As Required = .: . 1.3487 in2/ft - .. . I . . •- I 1 .. ... I I . . Page 254 Title Bressi Ranch Page: 5 Job #:17081 Dsgnr. JWS Date: 5JUL 2017 Description.... Wail IGU - 10.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. l& = l0-81Q-10 12wI6@8 'SOl!dGtOtjt. #©16in L- S • _! - iue r16.nt in - L '#7@B H eel.. ' 10-a- 10 -9 Page 255 Title Bressi Ranch S Page: 6 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGU - 10.83 This Wall in File: S:\17\17058 - Bressi Ranch2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I I I I I P H F- 'H I I I I I I I I I I I Ii Page 256 Title Bress; Ranch Page : 7 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GU -10.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete 1J Masonry ~ Top of Soil Designer to determine bar cutoff locations 1 ~ .0 lbs 1,590.0 lbs 2,650.0 lbs 3,710.0 lbs 4,770.0 lbs 0.0 1,060.0 lbs 2,120.0 lbs 3,180.0 lbs 4,240.0 lbs 1n n .1 .u. ,u.o, ft ,; t le ll-, \ .,, " ,., ~-\ ··~ '• ~~ " / [; ;. ~ ,; i· '""' -,. ' '~ r,. ' :. .,,_.*"' . .. ,' ,. ,. ~ ' { ,........ .. , ... --, ~ . .~ i'.'I -.•. l ' 2.67 ft ~ ' .r, t , •.. ,. ""'"'"'' •. ~ f. .,,. ., ., " .... ...... f . "-·· ... , •.. '"""" -.~v .,.",OJ-• . . ,, .,.,,,,. ... ..,.. r '"" ~: Applied Shear Oiagrarrt " o rm tt Page 257 Title Bress! Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GU -10.83' This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Masonry Top of Soil Designer to determine bar cutoff locations .0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 258 Title Bressi Ranch Page: 1 Job #:117081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGL- 12.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria [Soil Data -- Retained Height = 12.00 ft Allow Soil Bearing = 5,333.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcI Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem • LAdiacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 10070.7 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 7.50 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 15.70 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.25 ft LAxial Load Applied to Stem ____________________________________ (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Base Above/Below Soil at Back of Wall = ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Earth Pressure Seismic Load • Method : Triangular Total Strength-Level Seismic Load = 1,658.370 lbs Load at bottom of Triangular Distribution .......= 250.320 psf Total Service-Level Seismic Load = 1,160.859 lbs (Strength) Stem Weight Seismic Load • F, / W Weight Multiplier = 0.226 g Added seismic base force 197.9 lbs Page 259 . . . .. . Title Bressi Ranch - Page: 2 Job #: 17081 Dsgnr JWS \ Date: 5 JUL 2017 Description.... Wall l(1 - 19 17'- .. .....-.......... This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License: License To: 112H ENGINEERING, INC. Design Summary j Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 4.67 0.00 I Overturning = 5.49 OK Wall Material Above "He = Masonry Masonry Sliding = 1.32 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 28,990 lbs Rebar Size = # 6 # 9 I resultant ecc. = 11.10 in Rebar Spacing = 16.00 8.00 Soil Pressure @ Toe = 3,182 psf OK Rebar Placed at Design Data = Edge Edge Soil Pressure @ Heel = 1,278 psf OK fbIFB + fa/Fa = 0.939 0.871 Allowable 5,333 psf Total Force @ Section ' I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 4,455 psf ACI Factored @ Heel = . 1,789 psf Strength Level lbs= 3,295.0 11,554.5 Footing Shear @ Toe = 13.6 psi OK Moment .... Actual Service Level I Footing Shear @ Heel = 72.6 psi OK Strength Level ft-# = 6,685.0 40657.3 Allowable = 82.2 psi Sliding Calcs Moment.....Allowable ft-#= 7,115.6 46687.5 Lateral Sliding Force = 8,799.0 lbs I less 100% Passive Force = - 1,434.4 lbs Service Level psi = less 100% Friction Force = - 10,146.7 lbs Strength Level psi= 36.0 82.8 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = - 1,617.5 lbs NG Anet (Masonry) in2= 91.50 139.50 I Rebar Depth 'd' in= 5.25 9.00 Masonry Data Fm psi= 2,500 2,500 Fy psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design-Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi I ... I,. i I - H I , - Page 260 11 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IGL- 12.17'- Seismic Page: 3 Date: SJUL 2017 77 Ll This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: R2H ENGINEERING. INC. I Footing Dimensions & Strengths I Toe Width Heel Width = 12.50 Total Footing Width = 13.00 Footing Thickness = 15.00 in Key Width = 10.00 in Key Depth = 0.00 in Key Distance from Toe = 0.50 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % . = 0.0018 Cover @ Too 3.00 @ Btm.= 3.00 in Code: CBC2OI6,ACI 318-14,ACI 530-13 Footing Design Results 192 &91 Factored Pressure = 4,455 1,789 psf Mu': Upward = 553 170,281 ft-# Mu': Downward = 134 144,693 ft-# Mu: Design = 418 -25,588 ft-# Actual 1-Way Shear = 13.63 72.60 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = # 6 @ 16.00 in Heel Reinforcing = # 7 @ 8.00 in Key Reinforcing = #6 @ 18.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9i 37 Heel: #4@ 4.72 in, #5@ 7.31 in, #6@ 10.38 in, #7@ 14.16 in, #8@ 18.64 in, #9@ 23. Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Min footing T&S reinf Area 4.21 in2 Min footing T&S reinf Area per foot 0.32 in2 /tt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in - #5@ 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,511.3 4.42 15,508.0 Soil Over Heel = 17,940.0 7.25 130,065.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Fooling Load = 3,929.0 3.58 14070.4 Adjacent Footing Load = 6914.2 7.25 50,128.0 Added Latera Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = Seismic Eartl-. Load = 1,160.9 4.42 5,127.1 Soil Over Toe = 130.0 0.25 32.5 Seismic Stem Self Wt = 197.9 6.65 1,316.0 Surcharge Over Toe = Total 8,799.0 O.T.M. 36,021.6 Stem Weight(s) = 1251.1 0.92 1,146.1 Earth © Stem Transitions= 317.6 1.33 423.5 = = Footing Weight = 2437.5 6.50 15,843.8 Resisting/Overturning Ratio = 5.49 Key Weight = 0.92 Vertical Loads used for Soil Pressure = 28,990.5 lbs Vert. Component = Total = 28,990.5 lbs R.M. 197,638.9 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 Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.083 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 261 -I I Title Bressi Ranch Page: Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I . Wail IGL- 12.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 I License To: R2H ENGINEERING, INC. DESIGNER NOTES: 12.17 Design Height, 7.1' exposed Adjacent retaining wall imposed load . 4:1 slope at backfill . Flat front assumed Seismic is included • : 1 I / I I . I . . . I S. I •. SS .. , S. I., I,. Page 262 Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGL- 12.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Gales (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Llcense:KW.06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in I Development length for #6 bar specified in this stem design segment= 19.01 in Development length for #9 bar extending up into this stem design segment from below = 49.36 in 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 = 30.00 in Lap Splice length for #9 bar specified in this stem design segment = 49.36 in Development length for #6 bar extending down into this stem design segment from above = 19.01 in , Development length for #9 bar specified in this stem design segment = 49.36 in Hooked embedment length into footing for #9 bar specified in this stem design segment = 11.50 in As Provided = 1.5000 in2lft As Required = 3.0777 in2/ft I H I 0 I 'I 'H .1 Page 263 I I I I I I I I I 'I I I I 1 I I 1 Page 264 E M Title Bross! Ranch Page: 6 Job#:17081 Dsgnr: JWS Date: 5JUL 2017 Description.... Wall IGL- 12.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Li I I Title Bressi Ranch Page : 7 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGL- 12.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 andn SLC)\17058 - bressi 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: R21-11 ENGINEERING, INC. I I 771 —1OO7U7# cc 7Vfj CL i. !ft_LJJTiI1Iu1 I I I Pp' l42.43S#',,/ _ ,11#: SeISMI c iatsce I ssrth pssue Siii otnietf we iQht 22 - ..c'l. . . . . 22 . I 1 'I I I Page 265 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page: 8 Date: 5 JUL 2017 Description .... Wall 1GL-12.17'. Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058. bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete I] Masonry Designer to determine bar cutoff locations 0.0 lbs 1,200.0 lbs 3,600.0 lbs 6,000.0 lbs 2,400.0 lbs 4,800.0 lbs 7,200.0 lbs 8,400.0 lbs 9,600.0 lbs 10,800.0 lbs 1.!.UU fl 1, i ~ .. \• \ ft \ [! I,, \ It J r \ 71, I; } \ ': ... ' ' 1, ·~" 1, " ... 4.67 ft ~JJ ' ' ~·ti ;,, ' i,; r,,,....._ ' ,,, if...,,. '"" ~,~ f! i 1-,. .. :, ...• '"' " .•.. ~ i ~-... ·~.~ .. ......... " -~ "" .......... Applied Shear Diagran, ', ' ~. ·;., ' n nr ft .... Page 266 Title Bressj Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GL-12.17'. Seismic This Wall in File: S:\ 17\ 17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\ 17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 5,190.0 ft-# 15,570.0 ft-# 25,950.0 ft-# 36,330.0 ft-# 46,710.0 ft-# 10,380.0 ft-# 20,760.0 ft-# 31,140.0 ft-# 41,520.0 ft-# Page 267 Surcharge Loads N Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wail Stability Ratios Overturning = 6.82 OK Sliding = 1.57 OK Total Bearing Load = 28,990 lbs resultant ecc. = 8.19 in Soil Pressure © Toe = 2,932 psf OK Soil Pressure @ Heel = 1,528 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,105 psf ACI Factored @ Heel = 2,139 psf Footing Shear @ Toe = 12.4 psi OK Footing Shear @ Heel = 76.0 psi OK Allowable = 82.2 psi Sliding Caics Lateral Sliding Force = 7,374.7 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = '- 10,146.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = - 0.0 lbs OK I 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 I 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E I 1.000 Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGL- 12.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Criteria Soil Data - - - Retained Height = 12.00 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method . Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft I Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf . . -. ( Soil Density, Toe = 130.00 pcf . FootingiiSoil Friction = 0.350 . . . Soil height to ignore for passive pressure = 12.00 in .. ... .. I I I I I I I I I I I I I I I Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type ' = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) rAdjacent Footing Load Adjacent Footing Load = , 10070.7 lbs Footing Width = 7.50 ft Eccentricity = 11.10 in Wall to Ftg CL Dist = 8.25 ft Footing Type ' Line Load Base Above/Below Soil - at Back of Wall - - 3.5 ft Poisson's Ratio = 0.300 L Stem Construction 2nd Bottom Stem OK Stem OK Design Height Above Ftg ft = 4.67 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method = LRFD LRFD Thickness = 8.00 12.00 Reber Size = # 6 # 9 Rebár Spacing , = . 16.00 8.00 Rebar Placed at = Edge 8 in Design Data fb/FB + fa/Fa = 0.679 0.824 Total Force @ Section Service Level lbs = Strength Level lbs = 2,556.3 9,763.9 Moment .... Actual Service Level ft-# = Strength Level ft-# = 4,833.2 32,900.7 Moment.....Allowable ft-#= 7,115.6 39,937.5 Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' psi = psi = psi= in2 = in= 27.9 90.0 91.50 5.25 70.0 90.0 139.50 8.00 Masonry Data f'rn 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 f'c ' psi Fy psi I 'Page 268 Title Bross! Ranch PagE:2 Job # : 17081 Dsgnr: JWS Date: 5JLL2017 Description.... Wall IGL- 12.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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 Footing Design Results Toe Width = 0.50 ft 192 HM&I Heel Width = 12.50 Factored Pressure = 4,105 2,139 psf I Total Footing Width = 13.00 Mu': Upward = 510 179,767 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 144,693 ft4 Mu: Design = 376 -35,074 ft-# Key Width = 10.00 in Actual 1-Way Shear = 12.42 75.96 psi U = Key Depth 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #9 @ 12.00 in t'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #9 @ 12.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 18.00 in I Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 © Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 3.44 in, #5@ 5.34 in, #6@ 7.57 in, #7@ 10.33 in, #8@ 13.60 in, #9@ 17.2 Key: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm I Min footing T&S reinf Area 4.21 in2 Min footing T&S reinf Area per foot 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@11.48in #5@22.96in #6@ 16.30 in #6@ 32.59 in I Summary of Overturninq & Resisting Forces & Moments Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 3,511.3 4.42 15,508.0 Soil Over Heel = 17,940.0 7.25 130,065.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 3,863.5 3.49 13,478.1 Adjacent Footing Load = 6,914.2 7.25 50,128.0 Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Total 7374.7 O.T.M. 28986.2 Stem Weight(s) = 1,251.1 0.92 1,146.1 Earth @ Stem Transitions.= 317.6 1.33 423.5 = = Footing Weight = 2,437.5 6.50 15,843.8 Resisting/Overturning Ratio = 6.82 Key Weight = 0.92 Vertical Loads used for Soil Pressure 28,990.5 lbs Vert. Component = Total = 28,990.5 lbs R.M. 197,638.9 * Axial live load NOT included in total displayed or used for resistance, but is included for soil pressure calculation. overturning 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 7flection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.076 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 269 I Title Bross! Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... I ' Wall 1GL-12.17 This Wallin File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 U License To: R2H ENGINEERING, INC. DESIGNER NOTES: I 12.17' Design Height, 7.1' exposed Adjacent retaining wall imposed load 4:1 slope at backfill . Flat front assumed ' Seismic NOT included I I I . -. . ' S •, Page 270 i ... ' . . 1 . . u. . H .. - .. I . S Title Bressi Ranch Page: 4 Job # :17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGL- 12.17' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-0E057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd Stem Design Height: 4.67 ft above top of footing Lap Splice length for #6 bar specified in this stem design segment = 3b.00 in Lap Splice length for #9 bar extending up into this stem design segment from below = 49.36 in Development length for #6 bar specified in this stem design segment = 19.01 in Development: length for #9 bar extending up into this stem design segment from below = 49.36 in 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 = 30.00 in Lap Splice length for #9 bar specified in this stem design segment = 49.36 in Development length for #6 bar extending down into this stem design segment from above = 19.01 in Development length for #9 bar specified in this stem design segment = 49.36 in Hooked embedment length into footing for #9 bar specified in this stem design segment = 11.50 in As Provided = 1.5000 in;'/ft As Required = 2.8096 in2/ft 'I I I I / 1 I I - I Page 271 I I I I I I f Page 272 Title Bross! Ranch Page: 6 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGL- 12.17 - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,AC1530-13 License To: R2H ENGINEERING, INC. I . I . I • ... i__________ pp 1:.) • ------------ . -_------1 ___L 1 CO I • • I I I 1 I I Page 273 Title Bressj Ranch Page : 7 Job#: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GL-12.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (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[J Concrete U Masonry Designer to determine bar cutoff locations o_.o lbs 1,040.0 lbs. 3,120.0 lbs 5,200.0 lbs 7,280.0 lbs 9,360.0 lbs I 2,0~.o lbs 4,160.0 lbs 6,210.0 lbs I 8,320.0 lbs -112:00fl t~· ~ L., L. I f; I, . I L, \ Ii [4. L; \ \I 1·; I ,'I, l:t . .. , I:,. [J ,,.; ;i I ~c •· \ L. ["'. •.< :,;,.,,,; J" :t. !t . """'7 ... ~ .. 4.67 ft ' .. ~~ .. ,.,~~ ""· ., "': "' ri· ... '"'""~"·"-""""'' ... -·'= L ~ · .. ~ ltf !; ,.,, --J .,i' ... -.-·,..,, '"''"' ,,_, /! ~ '-~ .. ..•.... ·. ' " .,.,, ~~· ~ --%0' If ' H • tJ ~. ., Applied Shear Oiagra"l l ~ n nn tt Page 274 Title . Bressi Ranch Job#: 11os1· Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1GL-12.17' This Wall in File: S:\17\17058. Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 4,440.0 ft-# 13,320.0 ft-# 22,200.0 ft-# 31,080.0 ft-# 39,960.0 ft-# 0.0 ft-# 8,8~0.0 ft-# 17,760.0 ft-# 26.~0.0 ft-# 35,520.0 ft-# Page 275 I . I . Title Bressi Ranch . Job #: 17081 Dsgnr: JWS Date: Description.... Wail IGU -6.83'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r Page: 1 5 JUL 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. I Criteria [Soil Data - = Retained Height 6.67 ft Allow Soil Bearing = 5,333.0 psf I Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf . I Soil Density Toe = 13000 pcf FootingISoil Friction = 0.350 -. I for Soil height to ignore passive pressure = 12.00 in _•• 1: Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load 1 I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs 0.00 ft ...Height to Top = 0.00 ft Footing Width = Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft I LAxial Load Applied to Stem (Service Level) Footing Type Line Load • Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of WallAxial - - 0.0 ft Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 ,wal LUaU L..IILIII..uIy= .0 It Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution .......= 175.140 psf (Strength) Stem Weight Seismic Load • F/W1 Weight Multiplier I a Total Strength-Level Seismic Load = 693.467 lbs Total Service-Level Seismic Load = 485.427 lbs = 0.226 g Added seismic base force 90.9 lbs I I .1 I I I Page 276 - Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall IGU - 6.83'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Coles (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017. Build 11.17.04.04 . Page: 2 Date: SJLIL 2017 1 Cantilevered Retaining License: KW-06057955 cantileverea Netauning waui Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. LDesign Summary Stem Construction I 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00 Overturning = 1.45 Ratio < 1.51 Wail Material Above Ht" = Masonry Masonry •1 Sliding = 1.61 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 5,668 lbs Reber Size = # 4 # 6 resultant ecc. = 20.10 in Reber Spacing = 24.00 .16.00 1 Reber Placed at = Edge Edge Soil Pressure @ Toe = 4,579 psf OK Design Data Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.582 0.827 Allowable = 5,333 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored@ Toe = 6,411 psf ACI Factored @ Heel = 0 psf Strength Level lbs = 959.6 2,578.6 Footing Shear @ Toe = 18.6 psi OK Moment .... Actual Footing Shear @ Heel = 23.2 psi OK Strength Level ft-# = 1,338.7 5,887.5 Service Level ft-#= I Allowable = 82.2 psi Sliding Pales Moment ..... Allowable ft-#= 2,300.0 7,115.6 Lateral Sliding Force = 3,236.7 lbs less 100% Passive Force = - 3,234.4 lbs Service Level psi = •1 less 100% Friction Force = - 1,983.8 lbs Strength Level psi = 10.5 28.2 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability =.. 0.0 lbs OK Anet (Masonry) 1n2 = 91.50 91.50 Reber Depth 'd' in= 5.25 5.25 1 - Masonry Data fm psi= 2,500 2,500 Solid Grouting = Yes Yes Fy psi = 60,000 60,000 1 Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors - Building Code CBC 2016,ACl Equiv. Solid Thick. in= 7.60 7.60 1 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= ' 1 Seismic, E 1.000 Fy psi= 7 1 Page 277 Title Bressi Ranch Page; 3 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wail IGU - 6.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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: R21-1 ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft Heel Width = 4.50 Factored Pressure = 6,411 0 psf Total Footing Width = 5.00 Mu': Upward = 747 968 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 .11,665 ft-# Mu: Design = 636 10,698 ft-# Key Width = 12.00 in Actual 1-Way Shear = 18.56 23.23 psi Key Depth = .. 18.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing. = # 6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 1.62 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces &.Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item . lbs ft ft-# lbs ft ft-# Soil Over Heel = 3,323.4 3.08 10,247.1 Sloped Soil Over Heel = 477.6 3.72 1,777.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Stem Weight(s) 574.5 0.83 478.7 Earth @ Stem Transitions = Footing Weight . 937.5 2.50 2,343.8 Key Weight = 225.0 1.00 225.0 Vert. Component = Total = 5,667.9 lbs R.M.= 15,104.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt . I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) I .Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.174 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I. . Page 278 I I I 7L I I I I I I Heel Active Pressure = 2,660.4 3.28 8,722.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 485.4 2.64 1,281.4 Seismic Stern Self Wt = 90.9 4.67 424.4 Total 3,236.7 O.T.M. 10,427.9 Resisting/Overturning Ratio = 1.45 Vertical Loads used for Soil Pressure = 5,667.9 lbs Title Bressi Ranch Page: 4 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGU - 6.83'- Seismic 'I This Wall in File: S:\17\17058 - Bressi Ranch2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. DESIGNER NOTES: 6.83 Design Height, 3.5 exposed S 2:1 slope at backfill Flat front assumed Seismic is included H I 'I 1 I S 'SI I I. I • I C •,,. IS I Page 279 1 I . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... IGU - 6.83'- Seismic I Wall This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - RetalnPro (c) 1987.2017, Build 11.17.04.04 Llcense:KW.06057955 I Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,A61530-13 To: R21-1 ENGINEERING, INC. I License Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 20.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = . 19.01 in Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #4 bar extending down into this stem design segment from above = . 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in ' Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #6 bai specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = . 0.3300 1n2/ft As Required = . .. - 0.7762 in2/ft i I . ...,,.. Page 280 I . . I . Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IGU - 6.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 6 Date: 5JUL 2017 I Retainpro (C) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. 8' w1,44@24' SbIidout. . &'I w/ #1" / • 44 1 - @iithrOnKe; V. @16- 6 —J-.,-czJ i-d" 6 46' V V. Page 281 I .' Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017' Description.... Wall IGU - 6.83'- Seismic — This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I I I I 0• Page 282 Title BresSi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 5 JUL 2017 Description .... Wall 1GU • 6.83' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry ~op of Soil ,.J'-s 0.0 lbs.,_. jj! 520.0 lbs 6.R4 ft ., z 6.0( ft ! ~ 1, \ '1, \ ~· ~ ~ " ~ ~ t, . .. t 2 .01 ft f 'f< Ir ~ -· ·-· fr .. , " ,. r l ti, t ' fr, I . .-, .. . ! f ,, t ,,. !~ ~plied Sh'8f Di~ n Ill ft Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 780.0 lbs 1,300.0 lbs 1,820.0 lbs 2,340.0 lbs 1,040.0 lbs I 1,560.0 lbs 2,080.0 lbs I• ' , .. .. " ~· ~ !~" ~ t, ' ·, .. '"""'"""'' ' ' i' i''··--~ ' . Page 283 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 9 Date: 5 JUL 2017 Description .... Wall 1GU • 6.83' • Seismic This Wall in File: S:\17\17058. Bressi Ranch\2 . Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.0-4.0-4 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 T f s ·1 Designer to determine bar cutoff locations -#op O 01 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 284 Soil Pressure @ Toe = 3,356 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 4,698 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 13.4 psi OK Footing Shear@ Heel = 14.7 psi OK Allowable = 82.2 psi Sliding Cates Lateral Sliding Force = 2,660.4 lbs less 100% Passive Force = - 3,234.4 lbs less 100% Friction Force = - 1,983.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing psi = psi= 7.7 21.4 psi = 90.0 90.0 in2= 91.50 91.50 in= 5.25 5.25 psi= 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi= psi= I I I I I I - Title Bressi Ranch• Job #: 17081 Dsgnr: JWS Description.... Wall IGU - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressir Page: 1 Date: 5JUL 2017 I Retainpro (C) 1987-2017, Build 11.17.04.04 License : KW.06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I __.._._ I__.._. - Criteria L°" uaa Retained Height = 6.67 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning LAxial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.73 OK Sliding = 1.96 OK Total Bearing Load = 5,668 lbs resultant ecc. = 16.49 in Load Factors Building Code CBC 2016ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) 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 = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft..# = 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 f'c Fy T -- Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry LRFD 8.00 #6 16.00 Edge 2nd Stem OK 2.67 Masonry LRFD 8.00 #4 24.00 Edge 0.408 0.611 703.6 1,956.9 938.0 4350.2 2,300.0 7,115.6 Page 285 Title Bressi Ranch - ' Page: 2 Job #: 17081 Dsgnr JWS Date: 5 JUL 2017 Description.... Wall IGU - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\.2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RotalnPro (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 Design Results _Footing Toe Width = 0.50 ft IS2 !i1 Heel Width = 4.50 Factored Pressure = 4,698 0 psf Total Footing Width = 5.00 Mu': Upward = 558 2,507 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 11,665 ft-# Mu: Design = 446 9,158 ft-# Key Width = 12.00 in Actual 1-Way Shear = 13.44 14.66 psi Key Depth = 18.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 © 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 © 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 © 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 © Btm. 3.00 in Toe: #4@ 7.41 in, #5© 11.48 in, #6@ 16.30 in, 47@ 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: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 1.62 in2 / Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING - Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Soil Over Heel = - 3,323.4 3.08 10,247.1 Sloped Soil Over Heel = 477.6 3.72 1,777.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern = * Axial Live Load on Stem = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Stem Weight(s) = 574.5 0.83 478.7 Earth @ Stem Transitions = Footing Weighi = 937.5 2.50 2,343.8 Key Weight = 225.0 1.00 225.0 Vert. Component = Total = 5,667.9 lbs R.M. 15,104.7 * Axial live load NOT included in total displayed or used for overtumlng 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 I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.127 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I I I I I i I I I I I I Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 2,660.4 3.28 8,722.1 2,660.4 O.T.M. 8,722.1 I Resisting/Overturning Ratio = 1.73 Vertical Loads used for Soil Pressure = 5,667.9 lbs Page 286 Title Bress Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... -. . Wail IGU - 6.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. DESIGNER NOTES: 6.83 Design Height, 3.5 exposed 1 2:1 slope at backfill Flat front assumed Seismic NOT included I I L I I / I I I 'I .1 I I Page 287 I Title Bressi Ranch Page: 4 Job # : 17081 Dsgnr: JWS Date: 5 JUL 2017 * Description.... Wall IGU - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = . 20.00 in I Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = 1 19.01 in 1 Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #4 bar extending down into this stem design segment from above = ( 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in I Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft I As Required = 0.5735 in2/ft I,. i ., / 0 I' Page 288 Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description.... Wall IGU - 6.83' - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs(ln SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 19117.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Page 289 1 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr. JWS Date: 5 JUL 2017 Description.... . Wail IGU - 6.83' This Wall in File: S:\1717058 - Bressi Ranch\2 - Calm (In SD 07112017 and in SLC)\17058 - bressi r 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. n I LI I I . Page 290 Title Bressi Ranch Job# : 17081. Dsgnr: JWS Page: 7 Date: 5 JUL 2017 Description .... Wall 1GU - 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry ~op of Soil ~· s 0.0 lbJ....,,.. ill! 420.0 lbs 6.84 ft >" -o.o, n (i i'~ '" ' 1·, (? l -\ \. ! -'" i•"' t.: l,i• ~ ~. f:, ......... "'-""'"'·" t 1-• 1, 2.67 ft I ' '"' " ...... ~t C l~· :,. ,,~ ,. :; X l l.t ' Applied Sh'8" Diagram' . CJ u n 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 ' ~-" ,: .... , --~, ' ~ ·'I''~ " b,..' ~ ~ /" \ I \ ' Page 291 Title Bress/ Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 5 JUL 2017 Description .... Wall 1GU • 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Top of Soil Designer to determine bar cutoff locations -# 2,370.0 ft-# 3,950.0 ft-# 5,530.0 ft-# 7,110.0 ft-# 1,580.0 ft-# 3, 1~0.0 ft-# 4,740.0 ft-# 6,320.0 ft-# Page 292 Title Bressi Ranch Job #:17081 Dsgnr JWS Description.... Wail I - 6.83'- Seismic Page: 1 Date: 7 JUN 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. Criteria Soil Data Retained Height = 6.67 ft Allow Soil Bearing = 5,233.0 psf Wall height b 1 - eig above 501 - 17 Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure .. = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil flpnqitv Toe = 1fl flfl nrf ____________-- ---- r FootingISoil Friction = 0.350 Soil height to ignore - - for passive pressure = 12.00 in -..1 __ Surcharge Loads I L1atera1 Load Applied to Stem • rAdjacent 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 = 6.83 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 5.83 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load L:i Base Above/Below Soil - Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in rEarth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 685.983 lbs Load at bottom of Triangular Distribution .......= 173.250 psf Total Service-Level Seismic Load = 480.188 lbs (Strength) Stem Weight Seismic Load • F, I W Weight Multiplier = 0.226 g Added seismic base force Page 293 90.9 lbs I . Title Bressi Ranch . Page: 2. V V . Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... V I . Wall I - 6.83 - Seismic . V This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14ACI 530-13 I License To: R21-1 ENGINEERING, INC. [Design Summary V Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.00 V 0.00 I Overturning = 2.59 OK Wall Material Above "Ht' = Masonry Masonry Sliding = 1.27 Ratio < 1.5! Design Method = LRFD LRFD V Thickness = 8.00 8.00 Total Bearing Load = 5,756 lbs Reber Size V V = # 4 # 6 I resultant ecc. = 12.30 in Reber Spacing = 24.00 16.00 V Soil Pressure @ Toe = 2,074 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = . 0 psf OK fb/FB + fa/Fa = 0.901 0.807 Allowable = 5,233 P1 Total Force @ Section .Soil Pressure Less Than Allowable I ACI Factored @ Toe = 2,904 psf Service Level lbs - V - ACI Factored @ Heel = 0 Strength Level lbs= 1,138.0 2,721.5 . • Footing Shear @ Toe = 7.7 psi OK Moment....Actual Footing Shear @ Heel = 5.6 psi OK Service Level . . V Allowable - 82.2 psi Strength Level ft-# = 2072.6 5,745.7 Sliding Calcs V Moment ...... Allowable ft-#= 2,300.0 7115.6 Lateral Sliding Force = 2,705.5 lbs I less 100% Passive Force = - 1,434.4 lbs Service Level psi = less 100% Friction Force = - 2,014.7 lbs Strength Level . psi= 12.4 29.7 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = . 90.0 . 90.0 ....for 1.5 Stability = 609.2 lbs NG Anet (Masonry) in2 = . 91.50 91.50 I Reber Depth 'd' in 5.25 5.25 Masonry Data . V fm psi = 2,500 2,500 Fy psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight V psf = 84.0 84.0 Load Factors I Building Code CBC . 2016,ACI Equiv. Solid Thick, in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 . Concrete Data I Wind, W r 1.000 f'c psi = V Seismic, E 1.000 Fy psi= V I • , t. . r H ' ' :. V I V I V . Page 294 Title Bressi Ranch Page: 3 'Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall IH - 6.83'- Seismic This Wall in File: S:\17\17058 - Bressi Rancht2 - Coles (In SD 07112017 and in SLC)\17058 - bressi 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 ! L Footing Design Results Toe Width = 0.50 ft I Heel Width = 5.25 Factored Pressure = 2,904 0 psf Total Footing Width = ' 5.75 Mu': Upward = 352 7,344 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 14,257 ft-# Mu: Design = 240 6,913 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.73 5.60 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing ' = None Specd f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Key: No key defined Min footing T&S reinf Area 1.86 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@11.48in #5@22.96in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 1,254.2 2.64 3,310.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 790.2 1.29 1,019.3 Added Lateral Load = 90.0 7.58 682.2 Load @ Stem Above Soil = Seismic Earth Load = 480.2 2.64 1,267.5 Seismic Stem Self Wt = 90.9 4.67 424.4 Total 2,705.5 O.T.M. 6,704.2 Resisting/Overturning Ratio = 2.59 Vertical Loads used for Soil Pressure = 5,756.2 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. RESISTiNG..... Force Distance Moment lbs ft ft-# Soil Over Heel = 3,973.6 3.46 13,742.1 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 130.0 0.25 32.5 Surcharge Over Toe = Stem Weight(s) = 574.5 0.83 478.7 Earth @ Stem Transitions = Footing Weighi . = 1,078.1 2.88 3,099.6 Key Weight = 0.50 Vert. Component = 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 calculation. Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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 295 'I Page 296 -Title Bressi Ranch . . ::- Page: '4' , Job # : 17081 Dsgnr JWS Date: 7 JUN 2017 Description.... . / - Wail I - 6.83' -Seismic I .) This Wall in File7S:\17\17058 - Bressi Ranch\2 - Calcs In SD 07112017 and in SLC)\1 7058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 LIcense: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 I License To: R2H ENGINEERING, INC. DESIGNER NOTES: I 6.83 Design Height 5' exposed Flat slope backfill - Flat slope at front Seismic included Loads from Fence on top of wall ' I Loads from adjacent building footing ' I I '• -,- .' ., I ' ( Title Bressi Ranch - Page: 5 Job # :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail I - 6.83'- Seismic This Wall in Fib: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-0E057955 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACi 530-13 License To: 1121-1 ENGINEERING, INC. 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 = 20.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in 1 Development, length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft As Required = 0.7575 in2/ft I - Page 297 - Title Bressi Ranch Page: 6 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 6.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. - r I l~ I I I I 1 p, I I 1 1 I I .- I I Page 298 Title Bressi Ranch . : Page: 7 / Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail IH - 6.83'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1907.2017, 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. Page 299 Title Bressj Ranch Page : 8 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1 H • 6.83' • Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. WallU Concrete 1J Masonry 270.0 lbs 0.0 lbs 6.84 ft ' -6.67 ft ' .... ~ I ;; .' \ ' s-.. I i t I i~ \ ' ~· F \ ,,·, H 540.0lbs ;. --.. \ :~ ' ,, ' i, ' Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-1 3 Designer to determine bar cutoff locations 810.0 lbs 1,350.0 lbs 1,890.0 lbs 2,430.0 lbs 1,080.0 lbs 1,620.0 lbs 2,160.0 lbs •.; ""' i ' i. - 2.00 ft -1, '~ ,, ) ~' ', ,., --' ~~~~-~ •· I ,, '~ ;< ' ; J ~ I: !/ Applied s~ Olegra'"l ,,~ II (]II tt Page 300 Title BressJ Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -6.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line 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,sao.o ft-# I 3,160.0 ft-# 4,740.0 ft-# e.320.0 ft-# Page 301 Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (in SD 07112017 and in SLC)\17058 - bressi Build 11.17.04.04 License: 9 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria • [oil Retained Height = 6.67 ft Allow Soil Bearing = 3,925.0 psf Wall height above soil = 0.17 ft 1 Equivalent Fluid Pressure Method . Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore - for passive pressure = 12.00 in Surcharge Loads h LLateral Load Applied to Stem ' [Aijicent 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 = 7.00 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 7.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft LAxial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 50.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 36.0 in I Desian Summary I I Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.00 0.00 Overturning = 4.01 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.69 OK Design Method = LRFD LRFD Thickness = 8.00 8.00 Total Bearing Load = 5,806 lbs Reber Size = # 4 # 6 resultant ecc. = 8.12 in Reber Spacing = 24.00 16.00 Soil-Pressure @ Toe = 1,723 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 297 psf OK fb/FB + fa/Fa = 0.583 0.554 Allowable = 3,925 psf Total Force @ Section Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 2,412 psf ACl Factored @ Heel = 416 psf Strength Level lbs= 717.7 2015.2 Footing Shear @ Toe = 6.1 psi OK Moment .... Actual . Footing Shear @ Heel = 1.8 psi OK Service Level ft-# = Allowable = 82.2 psi Strength Level ft-# = 1,329.5 3,890.5 I;,n.,,. r i- Moment ..... Allowable ft-#= 2,300.0 7,115.6 Lateral Sliding Force = 2,044.4 lbs less 100% Passive Force = - 1,434.4 lbs Service Level psi = less 100% Friction Force = - 2,014.7 lbs Strength Level psi= 7.8 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 ....for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2 = 91.50 in= 5.25 Load Factors Building Code CBC 2016,ACl Dead Load I 1.200 Live Load 1.600 Earth, H 1.600 )Wind, W 1.000 Seismic, E I 1.000 I I Page 302 22.0 90.0 91.50 5.25 I I I I I I I I , I I I I I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Reber Depth 'd' Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy psi = 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89, 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi = psi= Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... Wall 1 - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 2 Date: 7JLIN 2017 I License: KW-06057955 License To: R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Footing Design Results Toe Width = 0:50 ft Lu 119.1111 Heel Width = 5.25 Factored Pressure = 2,412 416 psf Total Footing Width = 5.75 Mu': Upward = 294 9,936 ft-# Footing Thickness = 15.00 in Mu': Downward = 112 14,257 ft-# Mu: Design = 182 4,321 ft-# Key Width = 0.00 in Actual 1-Way Shear = 6.10 1.80 psi Key Depth . = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Mm. As % 1 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.86 in2 Min footing T&S reinf Area per foot 0.32 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@11.48in #5@22.96in #6@ 16.30 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments OVERTURNING..... Force Distance Moment Item - lbs ft ft-# Heel ActivePressure = 1,254.2 2.64 3,310.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 790.2 1.29 1,019.3 Added Lateral Load = 8.25 Load @ Stem Above Soil = Total 2,044.4 O.T.M. 4,330.0 Resisting/Overturning Ratio = 4.01 Vertical Loads used for Soil Pressure = 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 Weight = 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 Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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 303 I . Title Bress, Ranch Page: 3 Job#:17081 Dsgnr: JWS Date: 7JUN 2017 Description.... Wall 1 - 6.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r — RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC: DESIGNER NOTES: I S, 6.83' Design Height, 5' exposed Flat slope backfill . Flat slope at front Seismic NOT included ' Loads from Fence on top of wall I Loads from adjacent building footing I I . I I . . . . I - -I i_' ;, Page 304' Title Bressi Ranch Page: 4 Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail IH - 6.83' This Wall in Fill: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. II C 3 20.00 in P30.00 in 12.00 in 19.01 in I 20.00 in I 30.00 in 12.00 in 19.01 in 7.67 in 0.3300 1n2/ft 0.5129 in2/ft. I • I • 1 I .1 I H • 'I • 1 I Page 305 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 #& 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 = I I . Title Bressi Ranch - Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... U . Wail IH - 6.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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. I I . . Page 306 Title Bressi Ranch Page: 6 Job #:17081 Dsgnr: JWS Date: .7 JUN 2017 Description.... Wall IH - 6.83 This Wail in File: S:\17\17058 - Bressi Ranch2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 Llcense:KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. Page 307 Title Bressj Ranch Job#: 17081 Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H -6.83' This Wall in File: S:\1 7\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 WallU Concrete 1J Masonry Designer to detennine bar cutoff locations 210.0 lbs. 630.0 lbs 1,050.0 lbs 1,470.0 lbs 1,890.0 lbs 0.0 lbs 420.0 lbs 840.0 lbs 1,260.0 lbs 1,680.0 lbs 6.ltll ft ·- 6.67 ft h ~ 11 l: I I \ I, I, ; f . t; ~ \ :[ ;; I L\ c :,, J ~·· . .,,, ' f ~ I, Ir I ,. 11,.,. 2.00 ft ~ " ,. .. ., ! j "t ~~ } i .. fP r· [i; ,a,. .. ., .,,..,,,,,,. < I• ' ' r:: l ~ I;, l ' ~ k\ f, "' le: Applied Shear Diagram, I !, -n nn ft Page 308 •;: Title Bress; Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H • 6.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. Masonry Allowable Moment Line Concrete Masonry Designer to detennine bar cutoff locations 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-# 0.0 ft-# Page 309 Li I I I I Page 310 I I I I I I I I I I I I I Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail I - 8.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 License To: R21-1 ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 Criteria Soil Data F Retained Height = Wall height above soil = Slope Behind Wall = 8.67 ft 0.17 ft 0.00 Allow Sod Bearing = 5,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft = : Height of Soil over Toe = 24.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pèf Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lsurcharge Loads Lateral Load Applied to Stem • Surcharge Over Heel = 0.0 psf Lateral Load = 90.0 #/ft Used To Resist Sliding & Overturning ...Height to Top = 8.83 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 7.83 ft Used for Sliding & Overturning Load Type = Wind (W) Axial Load Applied to Stem (Service Level) Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Live Load = 50.0 lbs (Service Level) Axial Load Eccentricity = 36.0 in Earth Pressure Seismic Load Method : Triangular Total Strength-Level Seismic Load = 1,067.640 lbs Load at bottom of Triangular Distribution .......= 215.250 psf Total Service-Level Seismic Load = 747.348 lbs (Strength) Stem Weight Seismic Load I F/W Weight Multiplier = 0.226 g Added seismic base force 138.2 lbs ki Adjacent Footing Load I Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 8.50 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - -2.0 ft Poisson's Ratio = 0.300 Masonry Data I'm Fy Solid Grouting Modular Ratio 'n Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 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= Title Bressi Ranch Job #:17081 Dsgnn JWS Description.... Wall I - 8.83' - Seismic Page: 2 Date: 7JUN 2017 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r — 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. [Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft Stem OK 2.67 Stem OK 0.00 Overturning = 4.12 OK Wall Material Above "Ht' = Masonry Masonry I Sliding = 1.28 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearings Load = 12,421 lbs Reber Size = # 5 # 5 resultant ecc. = 7.75 in Reber Spacing = 16.00 8.00 I Soil Pressure @ Toe = 2,212 psf OK Reber Placed at Design Data = Edge Edge Soil Pressure @ Heel = 799 psf OK fb/FB + fa/Fa = 0.857 0.799 Allowable = 5,333 psf Total Force @ Section 1 Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,097 psf ACI Factored @ Heel = 1,118 psf Strength Level ibs= 2,065.5 5,234.5 Footing Shear @ Toe = 8.7 psi OK Moment .... Actual Footing Shear @ Heel = 17.1 psi OK Service Level ft-# = I Allowable = 82.2 psi Strength Level ft-# = 4,382.7 13;832.3 - Sliding Calcs Moment.....Allowable ft-#= 5,155.0 17,481.1 Lateral Sliding Force = less 100% Passive Force = - 4,520.2 lbs 1,434.4 lbs Service Level psi = I less 100% Friction Force = - 4,329.8 lbs Strength Level psi = 22.6 37.5 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 for 1'5 Stability = 1,016.0 lbs NG Anet (Masonry) in2 = 91.50 139.50 I Reber Depth 'd' in= 5.25 9.00 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Title Bressi Ranch Page: 3 Job #:17081 Dsgnr. JWS. Date: 7 JUN 2017 Description.... Wall I - 8.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 License To: R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengt_J Footing Design Results Toe Width = 0.50 ft fj Heel Width = 7.75 Factored Pressure = 3,097 1,118 psf Total Footing Width = 8.25 Mu': Upward 382 37,770 ft-# Footing Thickness = 15.00 in Mu': Downward = 134 38,600 ft-#' Mu: Design = 248 830 ft-# Key Width = Key Depth = 0.00 in 0.00 in Actual 1-Way Shear = 8.68 17.14 psi . t Key Distancefrom Toe = 0.50 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #4 @16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing. = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu < phi*5*lambda*sqrt(f c)*Sm Key: No key defined Min footing T&S reinf Area 2.67 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTiNG..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,968.1 3.31 6,507.9 Soil Over Heel = 7,607.9 4.88 37,088.6 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,576.5 2.14 3,380.1 Adjàôènt Footing Load = 1,952.7 6.54 12,772.4 Added Lateral Load = 90.0 9.58 862.2 Axial Dead Load on Stem = 2.00 Load © Stem Above Soil * Axial Live Load on Stem = 50.0 2.00 -100.0 Seismic Earth Load = 747.3 3.31 2,471.2 Soil Over Toe = 130.0 0.25 32.5 Seismic Stem Self Wt = 138.2 5.21 719.6 Surcharge Over Toe = Total 4520.2 O.T.M. 13,941.1 Stem Weight(s) = 873.4 0.90 787.0 Earth © Stem Transitions= 260.0 1.33 346.7 = = Footing Weight = 1,546.9 4.13 6,380.9 Resisting/Overturning Ratio = 4.12 Key Weight = 0.50 Vertical Loads used for Soil Pressure = 12,420.9 lbs Vert. Component = Total = 12,370.9 lbs' R.M. 57,408.0 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overtuming be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci r' Horizontal Defi © Top of Wail (approximate only) 0.066 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. I because the wall would then tend to rotate into the retained soil. f. I I I I I I 171, H I L I I I Title Bress Ranch Page: 4 , Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 8.83 - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 8.83' Design Height, 7' exposed I Flat slope backfill Flat slope at front Seismic included Loads from Fence on top of wall - Loads from adjacent building foOting I 1 I I I 1 I 1 I I I I I Page 313 . III 39 in 1n2/ft in2fft 1 . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall IH - 8.83' - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987.2017, Build 11.17.04.04 • License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd - I Stem Design Height: 2.67 ft above top of footing Lap Splice length for #5 bar specified in this stem design segment = 25.00 in I Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #5 bar extending up into this stem design segment from below = 13.54 in Stem Design Segment: Bottom . Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #5 bar extending down into this stem design segment from above = 25.00 in Lap Splice length for #5 bar specified in this stem design segment = 25.00 in I Development length for #5 bar extending down into this stem design segment from above = 13.54 in fl.,m,Innn,n4 Inn*k fn, 4 nif,I i.. II,, ,1 4 nc.i Title Bressi Ranch Page: 6 Job #:17081 •Dsgnr: JWS Date: 7JUN 2017 Description.... Wall IH - 8.83'- Seismic i This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R211-11 ENGINEERING, INC. Page 315 I I I I I I I I I I I I I I I I I I p Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall I - 8.83'- Seismic This Wall in File: S:\17\17058 — Bressi Ranch\2 — Calcs(ln SD 07112017 and in SLC)\17058 — bressi 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: R21-11 ENGINEERING, INC. S .. AdfFtq5. so 5 (Servi-? 143A 4-36350,- . .. Sismi laterI ea preure <0 Sesmi 1 0)- S -(•5S S - - S - _ _ S - .t_s. — .. .s. . ___ s -• - - _s_. - ._ ... - - _4___s__s . _—. - - _._._. s__S S_5__sS_- S_s S_s . - Page 316 r Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... Wall 1H. 8.83'. Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 0711 2017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall[] Concrete 1J Masonry Designer to determine bar cutoff locations 0.0 lbs 530.0 lbs 1,590.0 lbs 2,650.0 lbs 3,710.0 lbs 4,770.0 lbs 1.0~0.o lbs 2,120.0 lbs 3,180.0 lbs 4,240.0 lbs A. DA ~ -, 8.b/ ft 't~ \ ·. \ ,~ Ir \ l?, !~ .. \ ; 11 ,~: 'I,. If .. ,.-· , .,, 1: .. \ I: ; I• ... \ Ii J\~ ~ 1, " " ' 2.67 ft r1 '~ I• h i,,,._,,,.,.,... . .,.. ·-·J I, ' I} ~ ~ < ti ~ ' t~l 1,--·· . i ..... ~ ...... :, l "' ~--; Applied ~ Dlagra,11 l 1 -,, ft Page 317 Title Bressj Ranch Job# : 17081 Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 1H -8.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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 318 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 Calcs Lateral Sliding Force = 3,634.6 lbs less 100% Passive Force = - 1,434.4 lbs less 100% Friction Force = - 4,329.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Stem Construction I Design Height Above Ft9 ft= Wall Material Above Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-# = 2nd Bottom Stem OK Stem OK 2.67 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 #5 #5 16.00 8.00 Edge Edge 0.635 0.619 1,557.8 4,221.5 3,240.2 10,694.2 5,155.0 17,481.1 psi= psi= psi = in2= in= 17.0 90.0 91.50 5.25 30.3 90.0 139.50 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= 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 f'c Fy I I I I I I Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... Wall IH.- 8.83' Page: 1 Date: 7JUN 2017 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: Kw.06057955 Cantilevered Retaining Wall Code: C13C20I6,ACI 318-14,ACI 530-13 Criteria Retained Height = 8.67 ft Wall height above soil = 0.17 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 = 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 = 36.0 in I Design Summary Wall Stability Ratios Overturning = 5.34 OK Sliding = 1.59 OK Total Bearing Load = 12,421 lbs resultant ecc. = 4.66 in Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data Allow Soil Bearing = 4,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 90.0 #/ft ...Height to Top = 8.83 ft ...Height to Bottom = 7.83 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) .. . si Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 8.50 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - -2.0 ft Poisson's Ratio = 0.300 Li I I I 1 I 1 Page 319 I )• - . - .. - • .t - Title Bross! Ranch t I Job# 17081 Dsgnr JWS Date Page: 2 7 JUN 2017 Description - .-': .;...W.aIl1H_8.83' This Wall in File. S.\1 7\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r• , i,,' RetainPro(c)1987.2017, Build ll.17.04.04 License: KW'06057955 •Cantilevered Retaining Wall Code: CBC20i6,ACl318-14,ACl 530-13 To: R2H ENGINEERING, INC. - .. . .. . U License [Footing Dimensions & Strengths ,,J Footing Design Results - I Toe Width,. 0.50 ft Heel Width ,.. = . 7.75 Factored Pressure = 2,704 1,512 psf . . . Total Footing Width .' 8.25 Mu': Upward =. . 335 ,41,847 ft-#f Footing Thickness 15.00 'Mu' : Downward = 134 38,600 ft-#. .. -. . Mu: Design . . 201 -3,247 ft.4f . -. I Key Width = 0.00 in Actual 1 Way Shear = 7.34 20 64 psi Key Depth... = 0.00 in . Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe . . 0.50 ft. Toe Reinforcing -= #7 © 16.00 in 'ft = 3000p5i Fy 60,000psi Heel Reinforcing = #7@.16.00in - . Footing Concrete Density = 150.00 pd '. Key Reinforcing ,'=. None Spec'd . , . Mm. As % =1 0.0018 .' Other Acceptable Sizes & Spacings . . Cover@ Top 3.00 @ Btm = 3.00 in Toe #4@ 741 in #5@ 11.48 in #6@16.30 in #7@ 22.22 in #8@ 26.26 in #9@ 37 - . •, . Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm I . Key: No key defined •, . . , .. • - ' . . - 5; -Min footing T&S reinf Area 2.67 in2 Min footing T&S reinf Area per foot 0.32 in2 lit - If one layer of honzontal bars If two layers of horizontal bars I i . . . #4t 7.41 in ' . •, #4t 14.81 in 4 . . • 1 , .5@ 11.48 in -• #5 22.96 in #6@ 16.30 in. . •. . #6@ 32.59 in Summarof Overturning & Resisting Forces & Moments . ,. OVERTURNING..... , - ,. . RESISTING T Force Distance . . Moent - . Force Distance Moment I m ite . lbs 'ft Heel Active Pressure = 1,968.1 3.31 ft-# - - ,. - 'lbs ft 6,507.9 Soil Over Heel = 7,607.9 4.88 ft-# 37,088.6 Surcharge over.Heel . - , ". . '- - Sloped Soil Over Heel. = Surcharge Over Toe' Surcharge Over Heel = Adjacent Footing Load = 1,576.5 4.14_'3,i80.1 Adjacent Footing Load = 1 952 7 6.54,12,772.4 I Added Lateral Load . = . 90.0- ' 9.58........862.2 Axial Dead Load on Stern= . - . 2.00 . Load @ Stem Above Soil = * Axial Live Load on Stem = 50.0 2 00 -100.0 = Soil Over Toe = 13o.6 9.25 32.5' A Surcharge Over Toe = I . ' Total 3634.6 O.T.M. .10,750.3 Stem Weight(s) . 873.4 0.90 787.0 Earth @ Stem Transitions= 260.0 p1.33 '.. 346.7 = = Footing Weight = 1,546.9 4.13 63809 Resisting/Overturning Ratio = 5.34 - Key Weight = 0 50 I Vertical Loads used for Soil Pressure = 12420 9 lbs Vert Component t = -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 calculation: I . . . . • *. . . . Vertical component of active lateral soil pressure IS -C , •', NOT considered in . . . . the calculation of Sliding'Resistance. Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance Tilt • . Horizontal Deflection at Too of Wall due to settlement of soil •. . . (Deflection due to wall bending not considered) Soil Spring Reaction Modulus I 2500 pci I Honzontal Defi @ Top of Wall (approximate only) 0.057 in - The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe..4 because the wall would then tend to rotate into the retained soil.'- - I Page 320k Title Bross! Ranch . Page: 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail 1 - 8.83 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 8.83 Design Height, 7' exposed I Flat slope backfill Flat slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing 1 H i H 1 I I I I I :1 .1 1 1 Page 321 I I . Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... I Wall 1 - 8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Page: 4 Date: 7 JUN 2017 Retainro(c)1967.2u17, Build 11.17.114.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. — Rebar Lap & Embedment Lengths Information I 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 = I 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 = I Development length for #5 bar extending up into this stem design segment from below = Stern Design Segment: Bottom I 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 = I 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 = I As Required = - I... I I - I I I I, I . . I. I 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 3 Page 322 I 1 I I I I I Title Bressi Ranch ..Page: 5 Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail 1 - 8.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r 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. ri I I I I Page 323 I Title Bressi Ranch Page: 6 Job#:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall 1H - 8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi - 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. I I - - -,5 Ecc=.b AcjFtgLoad=-iICO Ecc.:iTfrornCL (seMce-LevéT 2 / • I I 1&;4#/' 3635 I ------------ U) ..- I q. I I I I I I Page 324 Title Bressl Ranch Job#: 17081. Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 1 H -8.83' This Wall in File: S:\17\17058-Bressi Ranch\2-Cales (In SD 07112017 and in SLC)\17058-bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[J Concrete U Masonry 450.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 0.0 lbs 1,350.0 lbs 2,250.0 lbs 3,150.0 lbs 4,050.0 lbs 900.0 lbs 1,800.0 lbs 2,700.0 lbs 3,600.0 lbs ),l UA ff -. 8 .t>( ft i!' ·,- ~ \ \ J 1: ;,; ' ,, i' \ !•. ,, ii'· ~I \ r;i ~. " ' ,. ,,. \ 1,, ':' ~i',ifu;~ "4 \ h ~ \ I ) ;:,.. •i>i'.. "''"" '"" •'1 , ... [c 2.0/ ft I'." ' ~1 < . ""'" t ·"'.11"' 'ltiJP"± ""' '-' -~ ·" ........... t'::, (; ~ ',. j :!,~ .. ' """"'-. ,. ' . ~ :n .,,. ,,, . .;_·"" ·-:"'-..... ·~i( )•@@lt:i"' .bfL>i.:.:, --~ \ ' ' ~ \: ,. L' ~r-........ ~~' f Applle<t si,,ar Oiagra,q ~ f, 1,_',< ".-:t ',t . - O Ill ft Page 325 Title Brass! Ranch Page : ·a . Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 1H -8.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 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 326 Title Bressi Ranch Page: 1 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW' 06057955 Cantilevered Retaining Wall License To: R21-1 ENGINEERING, INC. Code: CBC2OI6,ACI 318-14,ACl 530-13 I Ie._!.r.__ .' Criteria I I I Ti Retained Height = 10.00 ft Allow Soil Bearing = 5,333.0 psf Wall height W ht above soil = 0 17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 i Soil height to ignore ...:...:.4• for passive pressure = 12.00 in SurchargeLoads Lateral Load Applied to Stem • AdjacentFootingLoad Surcharge Over Heel = 0.0 psf MMM= Lateral Load 90.0 #/ft Adjacent Footing Load "t6,000.0 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 Usedfor Sliding&Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft AxialLoadAppliedtoStem . (Service Level) Footing Type Line Load Axial Dead Load = 0.0 lbs Wind on Exposed Stem Base Above/Below Soil at Back of WallAxial = 0.0 psf - - -2.0 ft Live Load gg s (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity in Earth Pressure Seismic Load j Method : Triangular . Total Strength-Level Seismic Load = 1,328.906 lbs Load at bottom of Triangular Distribution .......= 236.250 psf Total Service-Level Seismic Load = 930.234 lbs (Strength) Stem Weight Seismic Load F, / W Weight Multiplier = 0.226 g Added seismic base force 155.8 lbs I I I I I I I I A I I I I LI I Page 327 1 I Title Bressi Ranch 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.17'- Seismic I . This Wall in File: S:\17\17058 -Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Design Summary . Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00 I Overturning = 5.61 OK Wall Material Above "lit' = Masonry Masonry Sliding = 1.23 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 19,221 lbs Reber Size = # 5 . # 6 I .:.resultant ecc. = 6.42 in Reber Spicing = 8.00 8.00 Soil Pressure @ Toe = 2,258 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = 1,237 psf OK fbIFB + fa/Fa = 0.802 0.903 • Allowable = 5,333 psf Total Force @ Section . I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,161 psf ACI Factored @ Heel = 1732 psf Strength Level lbs = 3,443.4 7,135.8 • Footing Shear @Too = 10.0 psi OK Moment.... Actual Footing Shear @ Heel = 38.8 psi OK Service Level Allowable = 82.2 psi Strength Level ft-# = 7,729.7 21,670.4 Sliding Cates • Moment.....Allowable ft-#= 9,634.2 24,007.5 Lateral Sliding Force . = 5,796.6 lbs t - .I less 100% Passive Force = - 377.3 lbs Service Level psi = less 100% Friction Force = - 6,727.2 lbs Strength Level psi = 37.6 51.2 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = -1,590.3 lbs NG Anet (Masonry) iri2 = 91.50 139.50 I . Reber Depth 'd' in= 5.25 9.00 Masonry Data fm psi= 2,500 2,500 Fy psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 . 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 - 133.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 . Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi= Seismic, E , / 1.000 Fy psi= I \ I I I .1 , . , -' . Page 328 Title Bressi Ranch Page: 3 Job #:17081 Dsgnr JWS Date: 7JUN 2017 Description.... Wall II - 10.17'- Seismic I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACl 530-13 License To: R2H ENGINEERING, INC. -- - -- - I I Dimensions I Footing Dimensions & Strengths I I Footing Design Results N Footing Design Results Toe Width = 0.50 ft Toe tII Heel Width = 10.50 Factored Pressure = 3,161 1,732 psf Total Footing Width = 11.00 Mu': Upward = 392 96,714 ft-# Footing Thickness = 15.00 in Mu': Downward = 81 84,788 ft-# Mu: Design = 312 -11,926 ft-# Key Width = 0.00 in Actual 1-Way Shear = 10.05 38.82 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 8 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings .. Cover @ Top 3.00 @ Btm.= 3.00 in .. Toe: / 7.41 in, 11.48 in, ie.0 in, in, aaj 29.26 in, ff1j 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 I Min footing T&S reinf Area 3.56 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 12,350.0 6.25 77,187.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 2,089.3 2.79 5,822.1 Adjacent Footing Load = 3,464.8 7.58 26,274.6 Added Lateral Load = 90.0 10.92. 982.8 Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 930.2 3.75 3,488.4 Soil Over Toe = 40.6 0.25 10.2 Seismic Stem Self Wt = 155.8 5.84 909.7 Surcharge Over Toe = Total 5,796.6 O.T.M. 20,695.1 Stem Weight(s) = 985.1 0.89 880.1 Earth @ Stem Transitions= 317.6 1.33 423.5 = = Footing Weighi = 2,062.5 5.50 11,343.8 Resisting/Overturning Ratio = 5.61 Key Weight = 0.50 Vertical Loads used for Soil Pressure = , 19,220.7 lbs Vert. Component = Total = 19,220.7 lbs R.M. 116,119.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure 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 N Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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 into the retained soil. Page 329 I Title Bressi Ranch Page 4 - Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail II - 10.I7'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14 ACI 530-13 License To: R2H ENGINEERING, INC. ' DESIGNER NOTES: I 10.17 Design Height, 6 exposed Flat slope backfill : 2:1 slope at front Seismic included : I Loads from Fence on top'of wall :. Loads from adjacent building footing I . . • : H. : : I . I H I 'V I H I V . I . - V : • . - I V -V I . I Page 330 Title Bross! Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. 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 = 25.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below 19.01 in 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 = 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into fodting for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.6600 in2/ft As Required = 1.6404 in2/ft I / I I I I - 1 I I I I Page 331 I I I I I Page 332 Title Bressi Ranch . Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.17'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. I AdjFtg Load =S00O# .90 Opf . Ecc.=lrfrcmCL"' - ,i,Service-e•eel: 1 I _ '7•l1# I Seisrnic lateral earth preue: L _____- Seismic due tc tem self .'eight IM Lf) c'l' y.1. i.N • I Page 333 Title Bressj Ranch Page: 8 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.17'. Seismic This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Bulld 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete U Masonry 730.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 0.0 lbs 2,190.0 lbs 3,650.0 lbs 5,110.0 lbs 6,570.0 lbs 1,4~0.0 lbs 2,920.0 lbs 4,380.0 lbs 5,840.0 lbs 1 7 f+ -, 10.uu ft It ~ \ ,· \ I' I k, ~ \ t ' .. [ \ i V ~ . ,,., l~: )-; " ''-"· ' " J ' 1, f 1-" Ii J ' i! . ·"'""'"' .......... ' 'L.bl ft ~ I '" 1.1._< Ir. ... '"""''••,>••'.!'Mt.., .. . ... ·-· .. ' ;,~ ~{ ~ ·-., .. ·••r,; ..... ,.,.,,..,. • ,,;,s. '"'' ._,.. .... ""'"'-i ''~ ~ Applied Shear Dlagr8ni ( o nn ft Page 334 Title Bressi Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.17' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.CJ.4.04 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 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 335 I I I I I I I I I I I I I 1 I I 1 I I * - Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 7JUN 2017 Description.... Wall 1l-10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 -.Calcs(in SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1967-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: R2H ENGINEERING, INC. Code: CBC 2016,ACl 318-14,ACI 530-13 Lcrlteria I Soil Data I Retained Height = 10.00 ft Allow Soil Bearing = 4,000.0 psf . Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft . Slope Behind Wall = 0.00 = Height of Soil over Toe = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in .._. S Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 90.0 #Ift 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 Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem I - (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 50.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 36.0 in - Design Summary I Wall Stability Ratios Overturning = 7.13 OK Sliding = 1.51 OK Total Bearing Load = 19,271 lbs resultant ecc. = 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 psf ACl Factored @ Heel = 2,007 psf Footing Shear © Toe = 9.1 psi OK Footing Shear © Heel = 41.8 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 4,710.5 lbs less 100% Passive Force = - 377.3 lbs less 100% Friction Force = - 6,727.2 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Stem Construction 2nd Stem OK Design Height Above Ft9 ft = 2.67 Wall Material Above "Ht" = Masonry Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 8.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.638 Total Force @ Section Service Level lbs = Strength Level lbs = 2,736.8 Moment .... Actual Service Level ft-# = Strength Level ft4 = 6,057.4 Moment.....Allowable ft-#= 9,634.2 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Bottom Stem OK 0.00 Masonry LRFD 12.00 #6 8.00 Edge 0.733 5,863.2 17,389.2 24,007.5 Service Level psi = Strength Level psi = 29.9 42.0 Shear.....Allowable psi= 90.0 90.0 Anet (Masonry) in2= 91.50 139.50 Reber 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 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 11.60 = Normal Weight = LRFD psi= psi= Page 336 I I I I I Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall II - 10.17' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c)1987-2017. Build 11.17.04.04 Page: 2 Date: 7 JUN 2017 I . -_____________ Cantilevered Icense : KW-06057955 - Cantilevereci Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 icense To: R21-1 ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft TAR B29 Heel Width = 10.50 Factored Pressure = 2,898 2,007 psf Total Footing Width = 11 nfl RA' . I In,,1 = R1 1(V) IAR FLA! -- Footing Thickness = 15.00 in . . . - Mu': Downward 81 84,788 ft-# Mu: Design = 280 -17,361 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.14 41.78 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #8 @ 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4© 7.41 in, #5© 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 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 3.56 in2 Min footing T&S reinf Area per foot 0.32 in2 itt If one layer of horizontal bars: If two layers of horizontal bars: #4© 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ff4 lbs ft ft-# Heel Active Pressure = 2,531.3 3.75 9,492.2 Soil Over Heel = 12,350.0 6.25 77,187.5 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = 2,089.3 2.79 5822.1 Adjacent Footing Load = 3,464.8 Added Lateral Load = 90.0 10.92 982.8 Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = 50.0 = Soil Over Toe = 40.6 Surcharge Over Toe = Total 4,710.5 O.T.M. 16,297.0 Stem Weight(s) = 985.1 Earth @ Stem Transitions= 317.6 = = Footing Weight = 2,062.5 Resisting/Overturning Ratio = 7.13 Key Weight = Vertical Loads used for Soil Pressure = 19,270.7 lbs Vert. Component = 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 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 Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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 337 7.58 26,274.6 2.00 2.00 -100.0 0.25 102 0.89 880.1 1.33 4235 5.50 11,343.8 0.50 I Title Bressi Ranch I Page 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wall li-10.17' This Wallin File:S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r — 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. DESIGNER NOTES: - I 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 '- 1 I . . I .. I 1 I Page 338 Title Bressi Ranch . Page: 4 . Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall 1l-10.17' This Wall in Fila: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-0e057955 Cantilevered Retaining Wall Code: CBC 2016 ACI 318-14 ACI 530-13 License To: R2H ENGINEERING, INC. 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 = 25.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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= 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.6600 in2/ft As Required = 1.3163in21ft I 1 •, .- I 1 1 I I Page 339 I I I I I I I Li I I rT Title Bressi Ranch • Page: 5 Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.17 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Retalnpro(c)1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I I I . Page 340 I I I Title Bressi Ranch Page: 7 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.17' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.CM.CM License : KW-08057955 License To : R2H ENGINEERING, INC. WallD Concrete ll Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 0.0 lbs 620.0 lbs 1,860.0 lbs 3,100.0 lbs 1,240.0 lbs 2,4~0.0 lbs 3,720.0 lbs 4,340.0 lbs 4,960.0 lbs 5,580.0 lbs "In 4'7A ~ , 10.uu ft ,: 'i .(. \ :: \ ,, , . .; [) ,, \ ·,, f \ t t ,, ' "' ~ _\" ~. i'. I ~ ,,,. ~ " f . ..., ..... . ,,,, ~-.. ~ -' 2.67 ft ;, " V'"°'" " ,., .. , -·""'""'" ~ fl . ~-, ~'-.... Applied s~ D1agra111 1, ,, 'l[ ft Page 342 Title Bress! Ranch Page: 8 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.17' This Wall in File: S:\1 7\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-0605795!1 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 detennine bar cutoff locations 2,670.0 ft-# 8,010.0 ft-# 13,350.0 ft-# 18,690.0 ft-# 24,030.0 ft-# 0.0 ft-# 5,340.0 ft-# 10,680.0 ft-# 16,020.0 ft-# 21,360.0 ft-# Page 343 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs SD 07112017 and in SLC)\17058 - bressi I I I I I I I . I I Page 344 RetalnPro (c) 1987-2017, B.ulld License: KW'06057955 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria Soil Data Retained Height = 10.67 ft Allow Soil Bearing = 5,333.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heal = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in i LSurcharge Loads j Lateral Load Applied to Stem • 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 Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil mm= Axial Dead Load 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - -2.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 PAIdI LUdU Eccentricity = VU in Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution .......= 236.250 psf (Strength) Stem Weight Seismic Load • F, / W, Weight Multiplier Total Strength-Level' Seismic Load = 1,408.050 lbs Total Service-Level Seismic Load = 985.635 lbs = 0.226 g Added seismic base force 164.7 lbs 1 I I I I I Page: 1 Date: 7JUN 2017 I' Title Bressi Ranch Job #:17081 Dsgnr: JWS Description.... Wall Ii - 10.83'- Seismic Title Bressi Ranch - Job # : 17081 Dsgnr: Description.... Wall II - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi Page: 2 JWS Date: 7 JUN 2017 I RetalnPro (c) 1937-2017, 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. Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 2.67 Stem OK 0.00 Overturning = 5.89 OK Wall Material Above -Ht" = Masonry Masonry I Sliding = 1.27 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 22,213 lbs Rebar Size = # 6 # 7 resultant ecc. = 7.29 in Rebar Spacing = 8.00 8.00 1 Soil Pressure @ Toe = 2,414 psf OK Rebar Placed at = Design Data Edge Edge Soil Pressure @ Heel = 1,289 psf OK fbIFB + fa/Fa = 0.799 0.853 Allowable =5,333 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 3,379 psf ACI Factored @ Heel = 1,804 psf Strength Level lbs= 4,240.1 8,088.9 Footing Shear @ Toe = 10.8 psi OK Moment .... Actual Footing Shear @ Heel = 45.9 psi OK Service Level ft-# = I Allowable = 82.2 psi Strength Level ft-#= 10,151.7 26,473.4 Sliding Coles Moment.....Allowable ft-#= 12,870.0 31,387.5 Lateral Sliding Force = less 100% Passive Force = - 6,413.7 lbs 377.3 lbs Service Level psi = I less 100% Friction Force = - 7,774.5 lbs Strength Level psi = 46.3 58.0 Added Force Req'd = ....for 1.5'Stability = 0.0 lbs OK 1,468.6 lbs NG Shear.....Allowable psi = Anet (Masonry) in2= 90.0 91.50 90.0 139.50 I Rebar Depth 'd' in= 5.25 9.00 Masonry Data fm psi= 2,500 2,500 Fy psi 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight .. psf = 84.0 133.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data 1 Wind, W 1.000 f'c psi = Seismic, E 1.000 Fy psi = .1 i I Page 345 I Force Distance Moment lbs ft ft.# 2,841.7 3.97 11,291.1 2,331.6 3.13 7,304.6 90.0 10.92 982.8 985.6 3.97 3,916.3 164.7 6.16 1,014.3 6,413.7 O.T.M. 24,509.1 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 Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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 & Strengthsj Design Results _Footing Toe Width = 0.50 ft Heel Width = 11.50 Factored Pressure = 3,379 1,804 psf Total Footing Width = 12.00 Mu': Upward = 420 124,771 ft-# Footing Thickness = 15.00 in Mu': Downward = 81 109,120 ft-# Mu: Design = 339 -15,651 ft-# Key Width = 0.00 in Key Depth = 0.00 in Actual 1-Way Shear = 10.84 45.92 psi Key Distance from Toe = 0.50 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #7 @ 16.00 in fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #8 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37. Heel: #4© 5.79 in, #5@ 8.97 in, #6@ 12.73 in, #7@ 17.36 in, #8@ 22.86 in, #9@ 28. Key: No key defined 4 Mit, footing T&S reinf Area 3.89 in2 - Min footing T&S reinf Area per foot 0.32 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in, #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments F I U r, I I I In Lj RESISTiNG..... Force Distance Moment lbs ft ft-# Soil Over Heel = 14,564.6 6.75 98,310.7 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 3,919.8 7.92 31,028.1 Axial Dead Load on Stem = 50.0 1.00 50.0 * Axial Live Load on Stem = Soil Over Toe = 40.6 0.25 10.2 Surcharge Over Toe = Stem Weight(s) = 1,041.4 0.89 927.0 Earth a Stem Transitions= 346 7 1 ' 9 I I I I I I I] I I. = Footing Weight - = 2,250.0 6.00 13,500:0 Resisting/Overturning Ratio 5.89 Key Weight . = 0.50 Vertical Loads used for Soil Pressure = 22,213.0 lbs Vert. Component = Total = 22,213.0 lbs R.M.= . 144,288.2 If seismic is included the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. LTi1t Horizontal Deflection at Ton of WaiLdue to settlement of soil (Deflection due to wall bending' not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.061 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe. because the wall would then tend to rotate into the retained soil. LI Page 346 Tie Bressi Ranch Page: 4 I Job #: 17081 Dsgnr: JWS Date: 7 JLN 2017 Description.... Wail II - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-08057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed / I Flat slope backfill 2:1 slope at front Seismic included Loads from Fence on top of wall Loads from adjacent building footing I I I I I .1 • I I I I I Page 347 I . Title Bressi Ranch . . . . Page: 5 Job #:17081 Dsgnr: JWS Date: 7JUN2017 Description.... Wall Ii - 10.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r . - 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: 112H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information . . . ' Stem Design Segment: 2nd . Stem Design Height: 2.67 ft above top of footing . . Lap Splice length for #6 bar specified in this stem'design segment = . 30.00 in I Lap Splice length for #7 bar extending up into this stem design segment from below = 35.00 in Development length for #6 bar specified in this stem designsegment = 19.01 in length for #7 bar extending up into this stem design segment from below = 25.88 in I Development Stem Design Segment: Bottom . . Stem Design Height: 0.00 ft above top of footing . I Lap Splice length for #6 bar extending don into this stem design segment from above = 30.00 in Lap Splice length for #7 bar specified in this stem design segment = 35.00 in . Development length foi #6 bar extending down into this stem design segment from above = .19.01 in I Development length for #7 bar specified in this stem design segment = 25.88 in Hooked embdment length into footing for#7 bar specified in this stem design segment = . 8.95 in As Provided = . 0.9000 in2/ft . As Required = 2.0040 in2/ft I ( I I F . I I I I Page 348 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr. JWS Date: 7 JU'1 2017 Description.... Wall ii • iu.o -Seismic - This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: R21-11 ENGINEERING. INC. . y. ... . U ..,.,. .. .. I 8w/#68 nfl '2 Solid Grout _______ I ...:. I I O-81Ot-1p I 12 w/#7@B Sólid.G'róut' ia . .... . . .. ... .. I 87, ,... c16in II £3 @ Heel' I I ... .................................................... I I 1 I Page 349 I Code: CBC 2016,ACI 318-14,ACI 530-13 I Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.83'- Seismic This Wall in File: S:\1 p17058 - Bressi Ranch - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-4ACI 530-13 License To R21-1 ENGINEERING, INC. I Ii F . AdjFgLadJ0O# EccO"frcnbCL I I . I . :a#'• 33 Seiri latejal rth essuia\ .elfeiht o Sei ricu to t 7. I . . ... . . .'... . . - ea-. C,, . . CN I — —- I . I I I . . Page 350 Title Bress; Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.83' • Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete 1J Masonry 840.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 0.0 lbs I 2,520.0 lbs 4,200.0 lbs 5,880.0 lbs 7,560.0 lbs 1,680.0 lbs 3,360.0 lbs 5,040.0 lbs 6,720.0 lbs 11"1t. n,1 LL . 10.0, n ~:: Ii• t \ 1: ? ·: 1 \ 'r ~ \ ,., \' { \ " I! 7 t ~,l.,-1~ ' "' ' 2' ~ .. ,, ...... ., ., '"' \ [! --'\ ', 2.b/ ft - i i' '-.. , ... ,. """" . ..,.,. ·--....... ; ·" I I .c "''" ,,., .. ,, ... ,,. ·- ·~ ~ Applied Shear Diagram I ' , n "' " Page 351 Title Brass! Ranch Page : 9 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.83'. Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall 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-# o.o tt-# s.9ao.o ft-# I 13,960.0 ft-# 20,940.0 ft-# 21,920.0 ft-# Page 352 Total Bearing Load = 22,213 lbs resultant ecc. = 4.79 in Soil Pressure © Toe = 2,221 psf OK Soil Pressure @ Heel = 1,482 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,109 psf ACI Factored © Heel = 2,074 psf Footing Shear © Toe = 9.9 psi OK Footing Shear © Heel = 48.5 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 5,263.3 lbs less 100% Passive Force = - 377.3 lbs less 100% Friction Force = - 7,757.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Lateral Load Applied to Stem • Lateral Load = 90.0 #/ft ... Height to Top = 10.17 ft ...Height to Bottom = 9.17 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) [-Adjacent Footing Load Adjacent Footing Load = 6,000.0 lbs Footing Width = 3.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dit = 8.50 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - - 2 0 ft Poisson's Ratio = 0.300 Stem Construction I- Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness = Reber Size = Reber 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-# = 2nd Bottom Stem OK Stem OK 2.67 0.00 Masonry Masonry LRFD LRFD 8.00 12.00 #7 #7 16.00 8.00 Edge - Edge 0.872 0.696 3,450.8 6,725.3 8,066.9 21,545.9 9,365.6 31,387.5 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wail II - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 1 Date: 7 JUN 2017 I 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. ICriteria Soil Data Retained Height = 10.67 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads 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 = 36.0 in Design Summary Wail Stability Ratios Overturning = 7.37 OK Sliding = 1.55 OK Page 353 - Service Level Strength Level Shear.....Allowable Anet (Masonry) Reber Depth 'd' psi = psi = psi= in2 = in= 37.7 90.0 91.50 5.25 48.2 90.0 .139.50 9.00 Masonry Data I'm 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 ft psi= Fy psi= I I I P I I I I 1 . Title Bross! Ranch Job # : 17081 Dsgnr: JWS Description.... I Wall II - 10.83' This Wall in File: S:\17\17058*- Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - Page: 2 Date: 7JUN 2017 RetainPro (C) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To :R2H ENGINEERING, INC. [Footing Dimensions & Strengths ,footing Design Results Toe Width = 0.50 ft Toe I:l Heel Width = 11.50 Factored Pressure = 3,109 2,074 psf Total Footing Width = 12.00 Mu': Upward = 387 130,975 ft-# Footing Thickness = 15.00 in Mu': Downward = 81 109,120 ft-# Mu: Design = 306 -21,855 ft-# Key Width = 0.00 in Actual 1-Way Shear = 9.90 48.49 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #8 @ 16.00 in Footing Concrete Density = 150.00 pd Key Reinforcing = None Spec'd Mm. As % 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4© 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 3.89 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 2,841.7 3.97 11,291.1 Soil Over Heel = 14,564.6 6.75 98,310.7 Surcharge over Heel Sloped Soil Over Heel Surcharge Over Toe Surcharge Over Heel I I I I I U I I Adjacent Footing Load = 2,331.6 3.13 7,304.6 Added Lateral Load = 90.0 10.92 982.8 Load @ Stem Above Soil = Total 5,263.3 O.T.M. 19,578.5 Resisting/Overturning Ratio = 7.37 Vertical Loads used for Soil Pressure = 22,213.0 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. Adjacent Footing Load = 3,919.8 7.92 31,028:1 Axial Dead Load on Stem = 2.00 * Axial Live Load on Stem = 50.0 2.00 -100.0 Soil Over Toe = 40.6 0.25 10.2 Surcharge Over Toe = Stem Weight(s) = 1,041.4 0.89 927.0 Earth @ Stem Transitions = 346.7 1.33 462.2 Footing Weight = 2,250.0 6.00 13,500.0 Key Weight = 0.50 Vert. Component = Total = 22,163.0 lbs R.M.= 144,238.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. I LI I I I Tilt I I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) I Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.056 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I Page 354 - itIe Bressi Ranch Page: 3 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 10.83 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: 10.83' Design Height, 6' exposed I Flat slope backfill 2:1 slope at front Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing I I I S. .' I I I i I I , 01 - I S Page 355 1 . Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr JWS Date: 7 JUN 2017 Description.... I - Wail II - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACI 530-13 I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 2.67 ft above top of footing - Lap Splice length for #7 bar specified in this stem design segment = 35.00 in I Lap Splice length for #7 bar extending up into this stem design segment from below = 35.00 in Development length for #7 bar specified in this stem design segment I - 25.88 in length for #7 bar extending up into this stem design segment from below = - 25.88 in I Development Stem Design Segment: Bottom - Stem Design Height: 0.00 ft above top of footing I Lap Splice length for #7 bar extending down into this stem design segment from above = 35.00 in Lap Splice length for #7 bar specified in this stem design segment = 35.00 in Development length for #7 bar extending down into this stem design segment from above = 25.88 in I Development length for #7 bar specified in this stem design segment = 25.88 in Hooked embedment length into footing for #7 bar specified in this stem design segment = 8.95 in As Provided = 0.9000 in2/ft I As Required = 1.6310 in2/ft I I :. -- I I H . I . I .,. I . I . Page 356 License: License Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Wall II - 10.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC\17058 - bressi r Page:5 Date: 7 JUN 2017 I Page 357 Title Bressi Ranch Page; 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... * - Wall 1I-10.83 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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: R211-1 ENGINEERING. INC. ..-----.-.. .*.- -.. .......................... . . -... I : OL=O LL=50# Ecc=36 . Ft . . Ecc =0 fron LL 'b6to Psi • . 5263# I Page 358 Title Bress; Ranch Page : 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.83' • Seismic This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete 1J Masonry 840.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 0.0 lbs I 2,520.0 lbs 4,200.0 lbs 5,880.0 lbs 7,560.0 lbs 1,680.0 lbs 3,360.0 lbs 5,040.0 lbs 6,720.0 lbs 11"1t. n,1 LL . 10.0, n ~:: Ii• t \ 1: ? ·: 1 \ 'r ~ \ ,., \' { \ " I! 7 t ~,l.,-1~ ' "' ' 2' ~ .. ,, ...... ., ., '"' \ [! --'\ ', 2.b/ ft - i i' '-.. , ... ,. """" . ..,.,. ·--....... ; ·" I I .c "''" ,,., .. ,, ... ,,. ·- ·~ ~ Applied Shear Diagram I ' , n "' " Page 351 Title Brass! Ranch Page : 9 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-10.83'. Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Wall 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-# o.o tt-# s.9ao.o ft-# I 13,960.0 ft-# 20,940.0 ft-# 21,920.0 ft-# Page 352 Mile Bressi Ranch Page: 1 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 8.83'- Seismic This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi 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 Criteria j Soil Data Retained Height = W ht above soil = Wall height Slope Behind Wall = 8.50 ft 0 00 ft 0.00 Allow Soil Bearing = 5,333.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft = Height of Soil over Toe = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FT] FootingliSoil Friction = 0.350 i Soil height to ignore for passive pressure = 12.00 in .••• - Surcharge Loads I Lateral Load Applied to Stem • 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 = 8.83 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 7.83 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem ______________________________________ (Service Level) Footing Type Line Load Base Above/Below Soil -2.0 ft Axial Dead Load = 50.0 lbs Wind on Exposed Stem = 0.0 psf = at Back of Wall Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in LEarth Pressure Seismic Load • Method : Triangular Total Strength-Level Seismic Load = 998.156 lbs Load at bottom of Triangular Distribution .......= 204.750 psf Total Service-Level Seismic Load = 698.709 lbs (Strength) / LStem Weight Seismic Load F, /W Weight Multiplier = 0.226 g Added seismic base force 133.7 lbs Page 361 Title Bressi Ranch . Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I . . Wail Ii - 8.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch2 - Calcs (In SD 07112017 and in SLC)17058 - bressi r - RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Stem OK •Ratio >1.O Wall Stability Ratios Design Height Above Ftg ft= ' 2.67 1 0.00 I Overturning = 5.91 OK Wall Material Above "Ht" = Masonry Masonry Sliding = 1.26 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load 14,471 lbs Rebar Size = # 5 # 6 I resultant ecc. = 3.66 in Rebar Spacing . = 16.00 16.00 Soil Pressure © Toe = 1,817 psf OK Rebar Placed at = Design Data Edge Edge Soil Pressure @ Heel = 1,230 psf OK fb/FB + fa/Fa = 0.739 1.004 Allowable = 5,333 psf Total Force @ Section U Soil Pressure Less Than Allowable - . Service Level lbs - ACI Factored @ Toe = 2,543 psf, ACI Factored @ Heel = 1,722 psf Strength Level lbs = 1,903.1 4,971.0 Footing Shear @ Toe = 7.9 psi OK Moment .... Actual Service Level ft-# = I Footing Shear @ Heel = 29.9 psi OK Strength Level ft-# = 3,777.2 12643.3 Allowable - 82.2 psi Sliding Caics Moment.....Allowable ft-#= 5,155.0 12,684.4 Lateral Sliding Force = 4,332.5 lbs I less 100% Passive Force = - 377.3 lbs Service Level psi = less 100% Friction Force = - 5,064.7 lbs Strength Level psi = 20.8 35.6 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 ....for 1.5 Stability = 1,056.7 lbs NG Anet (Masonry) in2= 91.50 139.50 I Rebar Depth 'd' in= 5.25 9.00 Masonry Data fm psi= 2,500 2,500 • Fy psi = 60,000 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' ' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 133.0 Load Factors I Building Code CBC2O16,ACI Equiv. Solid Thick. in= 7.60 11.60 Dead Load . 1.200 Masonry Block Type = Normal Weight Live Load - 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi =.• Seismic, E i.000 Fy . psi = I ... I I 1. 1.' .., 1 . Page 362 '4 Title Bross! Ranch Paga: 3 Job #: 17081 Dsgnr JWS Date: 7 JUN 2017 Description.... Wail Ii - 8.83'- Seismic I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft Heel Width = 9.00 Factored Pressure = 2,543 1,722 psf Total Footing Width = 9.50 Mu': Upward = 316 62,473 ft-# Footing Thickness = 15.00 in Mu': Downward = 81 52,734 ft-# Mu: Design = 236 -9,739 ft-# Key Width = 0.00 in Actual 1-Way Shear = 7.85 29.95 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #98_ 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 I Min footing T&S reinf Area 3.08 in2 • Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: • #4@ 7.41 in #4© 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6© 32.59 in Summary of Overturning & Resisting Forces & Moments I OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,901.3 3.25 6,179.1 Soil Over Heel = 8,840.0 5.50 48,620.0 Surcharge over Heel = Sloped Soil Over Heel = Surcharg6 Over Toe = Surcharge Over Heel = Adjacent Footing Load = 1,508.9 2.07 3,117.7 Adjacent Footing Load = 2,661.3 7.21 19,183.5 Added Lateral Load = 90.0 9.58 862.2 " Axial Dead Load on Stem = 50.0 1.00 50.0 Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 698.7 3.25 2,270.8 Soil Over Toe = 40.6 0.25 10.2 Seismic Stem Self Wt = 133.7 5.05 674.8 Surcharge Over Toe = Total 43325 0 TM1 13 1045 Stem Weight(s) = 844.8 0.90 763.2 Earth © Stem Transitions= 252.6 1.33 336.8 = = Resisting/Overturning Ratio = Footing Weighi = 1,781.3 4.75 5.91 Key Weight = 0.50 8,460.9 Vertical Loads used for Soil Pressure = 14,470.6 lbs Vert. Component = Total = 14,470.6 lbs R.M. 77,424.6 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.045 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Page 363 I Title Bressi Ranch Page 4 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I Wail Ii - 8.83'- Seismic This Wall in File: S:\1717058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r • RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: ' 8.83' Design Height, 4.5' exposed Flat slope backfill 2:1 slope at front Seismic included . Loads from Fence on top of wail I Loads from adjacent building footing ' I I I. H.• . . .• - . 4 I . . U I I I , . '4 4 • I; •• .• I H I S S Page 364 Title Bressi Ranch Page: 5 Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail II - 8.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. 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 = 25.00 in Lap Splice length for #6 bar extending up into this kern design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft As Required = 0.9571 in2/ft I I I I '1 I I - I Page 365 I I I H I Page 366 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 8.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Retainpro (C) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2O16,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. I - --'- i'--- - - ---. ---• •'- -. - •• tY dgG / - 8-6 12.w1#6@16 Solid- Grott .-/ .• #716in" : 134 £ C —. ••.- . @Heel I I I I I I Li I I I 1 I I Title Bressi Ranch Paga: 7 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail Ii - 8.83'- Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. Page 367 Title Bressi Ranch Page : 8 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11 -8.83' • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. WallU Concrete I] Masonry 510.0 lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 1,530.0 lbs 2,550.0 lbs 3,570.0 lbs 4,590.0 lbs 0.0 lbs -1,_o20,.o lbs 2,040.0 lbs 3,0~0.0 lbs 4,080.0 lbs 8.50 ft ; l J ; ] l :, L< ', l\ ;? 9:, }i t:{ \ fi ; J; ·: I: ;~" \ :j H ,. "' ,tj-•. 4 . ') ~· ' " ' ~: . .... ,._ "'- i.or ft ~;; ' ....... [Si ,;ej RC,,,.,,; .,,, ,,., ,,,, ·, ; 1,~ ~ c':" r, .~: ' ' ....... '*' !;;'<.~ •Wk<• "'''"" j, l '~ :, IAJ,plfed Shfar Olag"'"? t ~ ~ ' '11 ti Page 368 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 9 Date: 7 JUN 2017 Description .... Wall 11 -8.83' -Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 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-# 2,820_.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-# Page 369 I lrIr_L_ _ ...IIWJId Data Retained Height = 8.67 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Tde = 7.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in I - _•i s_s I I I I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors -c Building Code I Dead Load Live Load Earth, H Wind, W I Seismic, E I CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 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= This Wall in File: S:17\17058 - Bressi Ranch\2 - Calcs RetainPro (c) 1987-2017, Build 11.17.04.04 Title Bressi Ranch Job #:17081 Dsgnr: JWS Description.... Wall 11-8.83' (In SD 07112017 and in SLC)\17058 - bressi Cantilevered Retaining Wall I I I License Licens Page :1. Date: 7JUN 2017 Code: CBC2016,ACl 318-14,ACI 530-13 I, I Surcharge Loads LLJ Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 90.0 #Ift Adjacent Footing Load = 6,000.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 8.83 ft Footing Width = 3.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 7.83 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wind (W) Wall to Ftg CL Dist = 8.50 ft Axial Load Applied to Stem Load Type = (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = -2.0 ft Axial Live Load = 50.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 36.0 in LDesign Summary I Wall Stability Ratios Overturning = 7.28 OK Sliding = 1.51 OK Total Bearing Load = 14,689 lbs resultant ecc. = 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 = 7.3 psi OK Footing Shear @ Heel = 31.9 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 3,634.6 lbs less 100% Passive Force = - 377.3 lbs less 100% Friction Force = - 5,123.6 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Stem Construction 2nd Stem OK Design Height Above Ftg ft= 2.67 Wall Material Above "Ht" = Masonry Design Method = LRFD Thickness = 8.00 Reber Size = # 5 Reber Spacing = 24.00 Reber Placed at = Edge Design Data fb/FB + fa/Fa = 0.929 Total Force @ Section Service Level lbs = Strength Level lbs = 1557.8 Moment .... Actual Service Level ft-# = Strength Level ft-# = 3,240.2 Moment.....Allowable ft-# = 3,511.7 Service Level psi= Strength Level psi= 17.0 Shear.....Allowable psi= 90.0 Anet (Masonry) in2= 91.50 Reber Depth 'd' in= 5.25 Masonry Data - fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy Bottom Stem OK 0.00 Masonry LRFD 12.00 #6 16.00 Edge 0.851 4,221.5 10,694.2 12,684.4 30.3 90.0 139.50 9.00 Page 370 I Li I I I I I I I I Page 371 Title Bressi Ranch Page: 2 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wall II - 8.83' 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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 I L Footing Design Results Toe Width = 0.50 ft Heel Width = 9.00 Factored Pressure = 2,394 1,935 psf Total Footing Width = 9.50 Mu': Upward = 298 66,049 ft-# Footing Thickness = 15.00 in Mu': Downward = 81 53,636 ft-# Mu: Design = 218 -12,413 ft-# Key Width = 0.00 Actual 1-Way Shear = 7.34 31.94 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #7 @ 16.00 in ft = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #7 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm.= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.30 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 Min footing T&S reinf Area per foot 0.32 in2 fit - If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,968.1 3.31 6,507.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = 1,576.5 2.14 3,380.1 Added Lateral Load = 90.0 9.58 862.2 Load @ Stem Above Soil = Total 3,634.6 O.T.M. 10,750.3 Resisting/Overturning Ratio = 7.28 Vertical Loads used for Soil Pressure = 14,688.8 lbs Soil Over Heel = 9,016.8 5.50 49,592.4 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = 2,666.8 7.17 19,109.6 Axial Dead Load on Stem = 2.00 * Axial Live Load on Stem = 50.0 2.00 -100.0 Soil Over Toe = 40.6 0.25 10.2 Surcharge Over Toe = Stem Weight(s) = 873A 0.90 787.0 Earth @ Stem Transitions = 260.0 1.33 346.7 Footing Weighi = 1,781.3 4.75 3,460.9 Key Weight = 0.50 Vert. Component = Total = 14,638.8 lbs R.M. 7B,306.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 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 372 Title Bressi Ranch - . Page: 3 Job# :17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... Wail II - 8.83 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r — 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. DESIGNER NOTES: I 8.83 Design Height, 4.5 exposed Flat backfill . slope 2:1 slope at front I Seismic NOT included Loads from Fence on top of wall Loads from adjacent building footing I C' I .- ,. ... Title Bressi Ranch Page: 4 Job#:17081 Dsgnr: JWS Date: 7 JUN 2017 - Description.... Wall II - 8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 . Cantilevered Retaining Wall Code: CBC2O16,ACl 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. 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 = 25.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #5 bar specified in this stem design segment = 13.54 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 25.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #5 bar extending down into this stem design segment from above = 13.54 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft As Required = 0.8095 in2lft H . 1 1 1 .1 i I 1 'I - Page 373 Title Bressi Ranch Page: 5 / Job #:17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... 1. Wail 11-8.83' This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r - 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. - - I Iq V . I - I I V VV :V V VV VV 1. — V - V ••'V V SôIidGrdüt I EM I 9-& I JHeeI I I I IV V V . - V I V Page 374 I I I Title Bressi Ranch Page: 6 Job #:17081 Dsgnr: JWS Date: 7JUN 2017 Description.... Wall II - 8.83' I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. N Page 375 Title Bressl Ranch Job#: 17081. Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... Wall 11-8.83' This Wall in File: 5:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING, INC. Wall[] Concrete IJ Masonry 450.0 lbs 0.0 lbs A OA f+ 8.ti/ ft ,t,, t \ t, '\ it I ,' I >il ~ ·\ ~· t <, I ,., ~-\ ~} t ; ' I; ""' ~? I, \ 1' 1,, ,, I,• = . ; ,$t 1,' '; ( , r, , ....... I< 2.67 ft (~ ~ ._. ..... ~ ,, '' t !' 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 1,800.0 lbs 2,700.0 lbs 3,600.0 lbs , \ ~ ,"!' Ill'·-.. ' .... i ' fl "'-·-·"'; ---... ,,, ij ........... ,, ~ ~ ·~"'"""' .. ':-" ,.,._..,,,,q. ~--· '''"'' .......... t, tj ~ Applied sJar Diagra,J ~ '·,, i ' ' '" ft Page 376 Title Brass; Ranch Page: 8 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... Wall 11-8.83' This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall 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-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-# Page 377 Title Bross! Ranch Page: 1 Job # : 17081 Dsgnr JWS Date: 19 JUN 2017 Description.... -' REDO - Wall IJ - 6.17' - Seismic (method 2) This Wall in File: S:\1717058 - Bressi Ranch\2 - Gales (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, License: KW'06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: 112H ENGINEERING, INC. Criteria Soil Data Retained Height = 6.00 ft Allow Soil Bearing = 4,533.0 psf - Wall height above soil — 0.17 it Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 = Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel 130.00 pcf : . Soil Density, Toe = 130.00 pcf FootinglSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in Surcharge Loads Lateral Load Applied to Stem I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity =. 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft rAdal Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 U I rAlOI LUCU Li.a.CI ILl ILlL V.11 III Earth Pressure Seismic Load Method : Triangular Load at bottom of Triangular Distribution .......= 147.000 psf (Strength) Stem Weight Seismic Load F / W Weight Multiplier Total Strength-Level Seismic Load = - 514.500 lbs Total Service-Level Seismic Load = 360.150 lbs = 0.226 g Added seismic base force 82.0 lbs I I..' I Li I I I Page 378 I I I I I I I I Title Bressi Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17'- Seismic (method 2) I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c)1937-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. [Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 1.34 Stem OK 0.00 Overturning = 1.77 OK Wall Material Above Ht" = . Masonry Masonry I Sliding = 1.37 Ratio < 1.5' Design Method = LRFD LRFD Thickness . = 8.00 8.00 Total Bearing Load = 5,026 lbs Reber Size = # 4 # 5 resultant ecc. = 15.98 in Reber Spacing = 24.00 16.00 I Soil Pressure @ Toe = 2,868 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure © Heel = 0 psf OK fb/FB + fa/Fa = 0.896 0.831 Allowable = 4,533 psf Total Force @ Section I Soil Pressure Less Than Allowable ACI Factored © Toe. = 4,015 psf Service Level lbs = ACl Factored © Heel = 0 psf Strength Level lbs = 1,275.2 2,079.1 Footing Shear @ Toe = 16.4 psi OK Moment .... Actual Service Footing Shear @ Heel = 16.9 psi OK Level ft-# = I Allowable = 82.2 psi Strength Level ft-# = 2,059.8 4,285.3 Sliding Calcs Moment.....Allowable ft-#= 2,300.0 5,155.0 Lateral Sliding Force = less 100% Passive Force = 2,628.6 lbs -. 1,837.5 lbs Service Level psi = I less 100% Friction Force = - 1,759.0 lbs Strength Level psi = 13.9 22.7 Added Force Req'd = .... for l.5Stability = 0.0 lbs OK 346.3 lbs NG, Shear.....Allowable psi = Anet (Masonry) in2 = 90.0 91.50 90.0 91.50 1 Rebar Depth 'd' in= 5.25 5.25 Masonry Data fm psi = Fy psi 2,500 60,000 2,500 60,000 I Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors 1 Building Code CBC 2016,ACI Equiv. Solid Thick, in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H . 1.600 Concrete Data Wind, W 1.000 f'C psi = 1 Seismic, E 1.000 Fy psi I, • . 'I Page 379 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 2,186.4 2.97 360.2 2.33 82.0 4.09 2,628.6 O.T.M. 6,498.6 840.4 334.9 7,673.9 I ' Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = =1.77 5,025.8 lbs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3of IBC 2009or IBC 201 Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. I I I I I 1 I I Title Bressi Ranch Page: 3 Job #: 17081' Dsgnr: . JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. [Footing Dimensions & Strengths Design Results _Footing Toe Width = 0.50 ft 192 HL91 Heel Width = 4.50 Factored Pressure = 4,015 0 psf Total Footing Width = 5.00 Mu': Upward = 478 2,440 ft-# Footing Thickness = 12.00 in Mu': Downward = 70 10,473 ft-# - Mu: Design = 408 8,032 ft-# Key Width = Key Depth = 12.00 in 18.00 in Actual 1-Way Shear = 16.38 16.86 psi Key Distance from Toe 0.50 ft Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd = . 3,000 psi Fy = 60,000 psi Heel Reinforcing = # 6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings 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@ 8.25 in, #5@ 12.79 in, #6@ 18.15 in, #7@ 24.75 in, #8@ 32.59 in, #9@ 41 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 1.30 in2 Min footing T&S reinf Area per foot 0.26 in2 /ft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in of Overturning & Resisting Forces & Moments OVERTURNING..... Force Distance Moment Force Distance Moment Item lbs J ft ft-# lbs ft ft-# Soil Over Heel = 2,990.0 3.08 9,219.2 Sloped Soil Over Heel = 477.6 .3.72 1,777.6 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = - Soil Over Toe = 65.0 0.25 16.3 Surcharge Over Toe = Stem Weight(s) = 518.3 0.83 431.9 Earth @ Stem Transitions= Footing Weighi = 750.0 2.50 1,875.0 Key Weight' = 225.0 1.00 225.0 Vert. Component Total = 5,025.8 lbs R.M.= 13,544.9 * 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 Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus . 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.098 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. - I Page 360 S Title Bressi Ranch Page: 4 - Job# :17081 Dsgnr JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ -6.17'- Seismic (method 2) I This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW.06057955 . Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: 6.17' Design Height, 4' exposed I 2:1 slope at backfill Flat slope at front Seismic included Vehicle surcharge at front S S I I .5 1 I I I I I I, I I 5'•I Page 381 I Title Bressi Ranch' " Page: 5 Job #: 17081 Dsgnr: JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 . License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information Stem Design Segment: 2nd I Stem Design Height: 1.34 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 20.00 in Splice length for #5 bar extending up into this stem design segment from below = 25.00 in I Lap Development length for #4 bar specified in this stem design segment= 12.001(n length for #5 bar extending up into this stem design segment from below = 13.54 in I Development Stem Design Segment: Bottom Stehi Design Height: 0.00 ft above top of footing I Lap Splice length for #4 bar extending down into this stem design segment from above = 20.00 in Lap Splice length for #5 bar specified in this stem design segment =1 25.00 in ' Development length for #4 bar extending down into this stem design segment from above = , 12.00 in Development length for #5 bar specified in this stem design segment = ' . 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in - I As Provided =' As Required = . 0.2325 in2/ft ' 0.5650 in2/ft I ',•-' 1 - . Page 382 P1 I I I I I I I I I Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. I I I I Page 383 1 Page: 7 Date: 19 JUN 2017 Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... REDO - Wall IJ - 6.17'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I I I I I I I 1 I Li I I I I I I I I I Page 384 Title Bressi Ranch Job # : 17081 Dsgnr: JWS Description .... REDO· Wall 1J • 6.17' • Seismic (method 2) This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 8 Date: 19 JUN 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 WallD Concrete U Masonry 2'. ~op of Soil Designer to determine bar cutoff locations 630.0 lbs 1,050.0 lbs 1,470.0 lbs 1,890.0 lbs 0.0 lb~ s 420.0 lbs 840.0 lbs 1,260.0 lbs 1,680.0 lbs 6.17 ft ,. I J,:,,tJ!JI' 6.00 ft ~; I • r, ~ " 1, ·\ I~ ;:, I• It !?' u.~~ ~ t~ '.t ~: . ·,:: ~ 'µ I! ~, !k t " ~' ~ k ;,;t ,.,.....,.,-' . ,~ . ~ h I; ,, ~ 1.34 ft -I ' I ,: :.1 '1" 'rip! _,,,.,,,. . -" "' -, " ; i .~ ' ti :.:; ' Ii ' [AJ>P\!ed $h .. Pia9r&1 j :, t. ' ,fr i: ,, n 111 ft Page 385 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Description .... REDO -Wall 1J -6.17' -Seismic (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 9 Date: 19 JUN 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations. "!RP of Soil 1,710.0 ft-# 2,850.0 ft-# 3,990.0 ft-# 5,130.0 ft-# 1, 140.0 ft-# 2,280.0 ft-# 3,420.0 ft-# 4,560.0 ft-# Page 386 Soil Pressure @ Toe = 2,390 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,400 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,346 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 13.5 psi OK Footing Shear@ Heel = 11.5 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 2,186.4 lbs less 100% Passive Force = . 1,837.5 lbs less 100% Friction Force = . 1,759.0 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing 2nd Bottom Stem OK Stem OK 1.34 0.00 Masonry Masonry LRFD LRFD 8.00 8.00 #4 #5 24.00 16.00 Edge Edge 0.645 0.615 955.5 1,584.0 1,484.2 3,168.0 2,300.0 5,155.0 10.4 17.3 90.0 90.0 91.50 91.50 5.25 5.25 I Title' Bross! Ranch Job #: 17081 Dsgnr: JWS Description.... REDO - Wall 1 - 6.17' (method 2) Page: 1 Date: 19JUN2017 I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 ijcense : Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Criteria Retained Height = 6.00 ft Wall height above soil = 0.17 ft Slope Behind Wall = 2.00 Height of Soil over Toe = 12.00 in Water height over heel = 0.0 ft LSurcharge Loads 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 = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary ' Wall Stability Ratios Overturning = 2.08 OK Sliding = 1.64 OK Total Bearing Load = 5,026 lbs resultant ecc. = 13.18 in Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Soil Data Allow Soil Bearing = 3,400.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pd FootingSoiI Friction , = 0.350 Soil height to ignore for passive pressure = 0.00 in LLatera1 Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) Stem Construction I- Design Height Above Ftg ft= Wall Material Above "Ht" = Design Method = Thickness Reber Size = Reber Spacing = Reber 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-#= Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c psi = Fy psi = Adjacent Footing Load LLJ Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 Service Level psi = Strength Level psi = Shear.....Allowable psi = Anet (Masonry) in2 = Reber Depth d' in= Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight psi= 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD I I I I I I I 1 I I I I Page 387 ' I • . -. - . - - Title Bressi Ranch Page 2 Job # 17081 Dsgnr JWS Date 19 JUN 2017 J Description - ,REDO Wall IJ 6 17 (method 2) This Wall in File S:\1 7\1 7058 Bressi Raèh\2 Calcs (In SD 07112017 and in SLC)\17058 bre'ssi r * - RetainPro (c) 1987.2017, Build 11.17.04.04 License:KW-06057955 - -'- Cantilevered Retaining Wall Code: C6C20I6,ACI 318-14,AC1530-13 I License To: R2H ENGINEERING, INC. '•-• * . Footing Dimensions & Strengths fl Footing Design Results Toe Width 0.50 ft '192 . I Heel Width . 4.50 ' . Factored Pressure 3,346 0 psf ,. \Total Footing Width - 5.00 ,' Mu': Upward = .' 402 31722 ft-#' Footing Thickness - = 12.00 in Mu': Downward 70 ,. 10,473 ft-# Mu: Design = 332 6,750 ft-# - Key Width = 1200 in Actual I Way Shear = 1352 11.54 psi -' , Key Depth . - -- - 18.00 in i Allow 1-Way Shear = 82.16 82.16 psi - Key Distance from Toe - =, 0.50 ft Toe Reinforcing = None Spec'd f'c = 3,000 psi Fy'= - 60,000 psi Heel Reinforcing = #6 @ 16.00 in • Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @1600 in MinAs% - 0.0018 ' Other Acceptable Sizes & Spacings . Cover@Top 300 @Btm=,300 in Toe #4@926in, #5@ 14.35 in #66 20.37 in #7@ 27.78 in #8@ 36.57 in #9@46 I . Heel: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, #8@ 36.57 in, #9@ 46 I -. Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, ' • . . Min footing T&S reinf Area 1.30 in2,. - . . Min footing T&Sreinf Area per foot 1 0.26.-- in2 ift if one layer of horizontal bars: If two layers of horizontal bars: #4 9.26 in . #4@ 18.52 in • - #5@ 14.35 in •- ,r #5@ 28.70 in i #6@ 20.37 in #6@ 40.74 in I ..' Summary of Overturning& Resisting Forces & Moments .......OVERTURNING....... * ..... RESISTING ..... Force Distance Moment ,- Force Distance Moment * item'.. --lbs- ft. .ft4J :* '-lbs ft I Heel Active Pressure = 2,186.4 2.97 ' 6,498 .6, Soil Over Heel = 2,990.0 . 3.08 92192 Surcharge over Heel = s . Sloped Soil Over Heel = 477.6 1 3.72 - . 1,777.6 Surcharge Over Toe . - . Surcharge Over Heel Adjacent Footing Load = Adjacent Footing Load = I Added Lateral Load' = . ;. . . . Axial Dead Load on Stem = Load © Stem Above Soil = S Axial Live Load on Stem = I = . .-... . . Soil Over Toe = 650 025 16.3 Surcharge Over Toe Total - 2,186.4 0 TM Stem Weight(s) = 5183 083 431.9 - 64986 - , Earth © Stem Transitions Footing Weighl -' =' 750.0 ' 2.50- 1,875.0 I Resisting/Overturning Ratio = 2.08 Key Weight 225.0 1.00 225.0 Vertical Loads used for Soil Pressure = 5,025.8 lbs Vert Component = ," . ... .. ' ' . -. Total , 5,025.8 lbs R.M.= 13,544.9 . -. . ,. ' ' ' . , * Axial live load NOT included in total displayed or used for overturning .,' -' . - - . .. .. •" . resistance, but is included for soil pressure ca(culation, - - I - - Vertical component of active lateral soil pressure IS NOT considered in - - ' . - • the calculation of Sliding Resistance. . - . . ••, . -•. . . . . . . , S Vertical component of active lateral soil pressure IS NOT considered in I the calculation of Overturning Resistance Tilt .-. i I Horizontal Deflection at Toø of Wall due to settlement of soil - (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.'0 ci - - I Horizontal Defi @ Top of Wall (approximate only) 0.082 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe.....- - I - 4 I . because the wall would then tend to rotate into the retained soil: 4 - -t I Page 388 Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17' (method 2) 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: 6.17 Desigr Height, 4 exposed I 2:1 slope at backfill Flat slope at front Seismic NOT included Vehicle surcharge at front . I .1 I I 'I I 'I I I ¶1 I I I Page 389 I .. Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: - JWS Date: 19 JUN 2017 Description.... I .' . REDO - Wall 1J-6.17 (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SO 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987.2017, Build 11.17.04.04 . License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACi 530-13 License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information ' Stem Design Segment: 2nd Stem Design Height: 1.34 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = 20.00 in I Lap Splice length for #5 bar extending up into this stem design segment from below = 25.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #5 bar extending up into this stem design segment from below = 13.54 in 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 = 20.00 in Lap Splice length for #5 bar specified in this stem design segment = 25.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in I Development length for #5 bar specified in this stem design segment = 13.54 in Hooked embedment length into footing for #5 bar specified in this stem design segment = 6.39 in I As Provided = As Required = 0.2325 in2/ft 0.4177 1n2/ft I . . I 1 .. I. -.., - 0 I . I - . 1 0 0• . 0 0 I. Page 390 Title Bressi Ranch Page: 5 Job #:17081 Dsgnr: JWS Date: 19 JUN 2017 Description.... REDO - Wail IJ - 6.17' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetainPro (c) 1987-2017, Build 11.17.04.04 License :KW-06057955 . Cantilevered Retaining Wall Code: CBC2O16,ACi 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. 8 w'#4@24 2 2 Solid Grout / j 6-2 1 I jg-C enter On Key L_J #616' @Heel I 6 1-Ok 3-6 6' 4-6' I I I I 1 Page 391 I I I I Li Page 392 Title Bross! Ranch Page: 6 Job #: 17081 Dsgnr: )JWS Date: 19 JUN 2017 Description.... REDO - Wall IJ - 6.17' (method 2) This Wall in File: S:\17\17058 Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. I I I I I I I I I Title Bressi Ranch Job#: 17081. Dsgnr: JWS Description .... REDO -Wall 1J - 6.17' (method 2) Page : 7 Date: 19 JUN 2017 This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RatalnPro (c) 1987-2017, Build 11.17.0-4.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry Cantilevered Retaining Wall Code: CBC 2016,ACI 318-1 4,ACI 530-13 Designer to determine bar cutoff locations 510.0 lbs 850.0 lbs 1,190.0 lbs 1,530.0 lbs 680.0 lbs 1,020.0 lbs 1,360.0 lbs Page 393 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Description .... REDO · Wall 1J • 6.17' (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 8 Date: 19 JUN 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Masonry Allowable Moment Line Masonry Top of Soil Designer to determine bar cutoff locations 4' 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-# 3.4~o.o ft-# 4,sao.o ft-# Page 394 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... REDO - Wail IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressi - Page: 1 Date, 7JUN 2017 I RetanPro (C) 1987-2017, Build 11.17.04.04 Llcanse:KW.06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria S oil Data -. Retained Height = 6.67 ft Allow Soil Bearing = 4,833.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft L Slope Behind Wall = 2.00 = Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heal = 0.0 ft Soil Density, Heel = 130.00.pcf Soil Density, Toe = 130.00 pcf FootingSoil Friction = 0.350 Soil height to ignore l for passive pressure = 0.00 in ., - -- S SurchargeLoads LateralLoadAppliedtoStem Ad1iit Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in UsedforSliding&Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 000 ft LAxial Load Applied toStem (Service Level) Footing Type Line Load Base Above/Below Soil - 0.0 ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall - Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load eccentricity = 0.0 in EarthPressureSeismicLoad Method : Triangular Total Strength-Level Seismic Load = 685.983 lbs Load at bottom of Triangular Distribution .......= 173.250 psf Total Service-Level Seismic Load = 480.188 lbs (Strength) Stem Weight Seismic Load F / W Weight Multiplier = 0.226 g Added seismic base force 90.9 lbs Page 395 I 1 I [I 1 1 . Title Bross! Ranch Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 6.83'- Seismic (method 2) This Wall in File: S:\1 7\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 .- bressi 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: R21-1 ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Wall Stability Ratios Design Height Above Ftg ft= Stem OK 2.67 Stem OK 0.00 I Overturning = 1.90 OK Wall Material Above "H = Masonry Masonry Sliding = 1.29 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 8.00 I Total Bearing Load = '..resultantecc. = 6,939 lbs 17.62 in Reber Size = Reber Spacing = # 4 24.00 # 6 16.00 Soil Pressure @ Toe = 3,020 psf OK Reber Placed at = Design Data Edge Edge Soil Pressure @ Heel = 0 psf OK fb/FB + fa/Fa = 0.581 0.826 Allowable = 4,833 psf Total Force @ Section Soil Pressure Less Than Allowable I ACI Factored @ Toe = 4,228 psf . Service Level lbs ,= ACI Factored @ Heel = 0 psf Strength Level lbs = 957.7 2,573.3 Footing Shear @ Toe = 12.9 psi OK Moment .... Actual Footing Shear @ Heel = 117 psi OK Service Level ft-#= Allowable = , 82.2 psi Strength Level ft-#= 1,336.1 5875.7 Sliding Calcs Moment.....Allowable ft-#= 2,300.0 7,115.6 Lateral Sliding Force = 3,508.8 lbs I less 100% Passive Force = - 2,109.4 lbs Service Level psi = less 100% Friction Force = - 2,428.7 lbs Strength Level psi = 10.5 28.1 Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi = 90.0 90.0 • ....for 1.5 Stability = 725.1 lbs NG Anet(Masonry) . in2= 91.50 91.50 I Reber Depth 'd' in= 5.25 5.25 Masonry Data V fm - psi= 2,500 2,500 Fy psi= 60,000 60,000 I . Solid Grouting = Yes Yes V Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf = 84.0 84.0 Load Factors V I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 V 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD V Earth, H V 1.600 , Concrete Data V V I Wind, W . V 1.000 fc p51= Seismic, E, 1.000 Fy psi= V I. V. 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 OVERTURNING..... Force Distance Moment lbs ft ft-# 2,937.7 3.45 10,121.1 480.2 2.64 1,267.5 90.9 4.67 424.4 3,508.8 O.T.M. 11,813.0 Resisting/Overturning Ratio = 1.90 Vertical Loads used for Soil Pressure = 6,939.1 lbs Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi RetainPro (C) 19e7•2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths I L Footing Design Results Toe Width = 0.50 ft ] Heel Width = 5.50 Factored Pressure = 4,228 0 psf Total Footing Width = 6.00 Mu': Upward = 509 6,181 ft-# Footing Thickness = 15.00 in Mu': Downward = 79 18,887 ft-# Mu: Design = 430 12,706 ft-# Key Width = 12.00 in Actual 1-Way Shear = 12.92 11.73 psi Key Depth = 18.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = None Spec'd fc = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #5 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 3.00 @ Btm. 3.00 in Toe #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.13 in, #5@ 11.05 in, #6@ 15.68 in, #7@ 21.38 in, #8@ 28.16 in, #9@ 35 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, 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 1.94 in2 0.32 in2 /it If two layers of horizontal bars: #4@ 14.81 in #5@ 22.96 in #6@ 32.59 in I Summary of Overturning & Resisting Forces & Moments I Force Distance Moment lbs ft ft-# Soil Over Heel = 4,190.4 Sloped Soil Over Heel = 759.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 65.0 Surcharge Over Toe = Stem Weight(s) = 574.5 Earth @ Stem Transitions= Footing Weighl = 1,125.0 Key Weight = 225.0 Vert. Component = 3.58 15,015.4 4.39 3,332.2 0.25 16.3 0.83 478.7 3.00 3,375.0 1.00 225.0 Total = 6,939.1 lbs R.M.= 22,442.6 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overtLming be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure ca(culation. Vertical component of active lateral soil pressure IS NOT considered in the calculaticn of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt I Horizontal Deflection at Ton of Walt due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 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 397 Title Bressi Ranch Page: 4 - . Job # : 17081 Dsgnr JWS Date: 7 JUN 2017 Description.... I . REDO - Wail IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r 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: R21-1 ENGINEERING, INC. DESIGNER NOTES: I. 6.83' Design Height, 5' exposed . 2:1 slope at backfill Flat slope at front - Seismic included Vehicle surcharge at front I I .1. . . I 1' I ., . 1 / I 1 I , Page 398 Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... - REDO - Wail IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 187-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. 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 = . 20.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stern design segment from above = 12.00 in Develppment length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft As Required = 0.7746 in2/ft I 'I • . -i 55.4 S ci 'I •( 4 1 Page 399 i t Title Bressi Ranch Page: 6 - Job #: 17081 Dsgnr JWS 'Date: 7 JUN 2017 Description.... ' REDO - Wall IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 . - License:w-lo Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACi 530-13 LICOflSB 10: rciri ENGINEERING, INC. I .......-"-- -'H. - •- 1r A 7- I- c4 . I -- &- ts SIiiGfóit ' I . - * I . ." .. #!16 in . - tl'r' ' OnKey @ enter , ---- ., -\ U I - I . , • - I -. Page 400 Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 6.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Title Bressi Ranch Page : 8 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... REDO . Wall 1J • 6.83' • Seismic (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. WallU Concrete 1J Masonry ~op of Soil ~ s 0.0 lbs..-..-jll 520.0 lbs H.114n 6.H/ ft -i! ":. t\ ,,, .. ~. '· ' ~ t .I ,, \ .. Ii ~. ' . • .,, .e ,, " i' " , _ (i ,.· " ¥ ···-.. ---.~ .., .., ~ 2.67 ft :t ~ ' k "' ·--. ...,. "' 1.1 1: :• 1;. '"'' . ..... , '" f Applied Shtar Di~ ; ' n nn ft Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 780.0 lbs 1,300.0 lbs 1,820.0 lbs 2,340.0 lbs I 1,040.0 lbs 1,560.0 lbs 2,080.0 lbs 1, , .. " ' - " !~ j; ~I ~ ....... ' '"-. ', .• l 1~ Page 402 Title Bressi Ranch Page : 9 Job# : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... REDO -Wall 1J -6.83' -Seismic (method 2) This Wall in File: S:\1 7\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Top of Soil Designer to determine bar cutoff locations -# 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 403 RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall License To: R21-1 ENGINEERING, INC. Criteria Soil Data Retained Height = 6.67 ft Allow Soil Bearing = 3,625.0 psf Wall height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure 55.0 psf/ft Slope Behind Wail = 2.00 = Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft . Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure . = 0.00 in n I I Code: CBC2OI6,ACI 318-14,ACI 530-13 psi = 2,500 2,500 psi= 60,000 60,000 = Yes Yes = 12.89 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight = LRFD psi = psi= I I Title - Bressi Ranch Job # : 17081 Dsgnr: JWS Description.... REDO - Wall IJ - 6.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi Page: 1 Date: 7JUN 2017 I - I Surcharge Loads Lateral Load Applied to Stem • Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Design Summary I Wall Stability Ratios Overturning = 2.22 OK Sliding = 1.54 OK Total Bearing Load = 6,939 lbs resultant ecc. = 14.69 in Soil Pressure @ Toe = 2,605 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 3,625 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,647 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.0 psi OK Footing Shear @ Heel = 8.0 psi OK Allowable = 82.2 psi Sliding Calcs 2 Lateral Sliding Force = 2,937.7 lbs less 100% Passive Force = - 2,109.4 lbs less 100% Friction Force = - 2,428.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Stem Construction 2nd Design Height Above Ft9 ft= Stem OK 2.67 Wall Material Above "Ht" = Masonry Design Method = LRFD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 24.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.408 Total Force @ Section Service Level lbs = Strength Level lbs = 703.6 Moment .... Actual Service Level ft-# = Strength Level ft-#= 938.0 Moment.....Allowable ft-# = 2,300.0 psi= psi = 7.7 psi= 90.0 in2= 91.50 in= 5.25 I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code CBC 2016,ACI I Dead Load 1.200 Live Load 1.600 Earth, H 1.600 I Wind, W 1.000 Seismic, E 1.000 Bottom Stem OK 0.00 Masonry LRFD 8.00 #6 16.00 Edge 0.611 1,956.9 4,350.2 7,115.6 21.4 90.0 91.50 5.25 I I I I I I U 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 I Page 404 Title Bressi Ranch Job #:17081 Dsgnr: JWS Description.... REDO - Wall IJ - 6.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)17058 - bressi Page:2 Date: 7JUN 2017 I 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 R21-11ENGINEERING, INC. LFooting Dimensions & Strengths fl Toe Width = 0.50 ft Heel Width = 5.50 Total Footing Width ) = 6.00 Footing Thickness = 15.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 0.50 ft f'c = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% =, 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Summary of Overturning & Force Dista Item lbs ft Footing Design Results IQQ Factored Pressure = 3,647 0 psf Mu': Upward = 442 8,217 ft-# Mu': Downward = 79 18,887 ft-# Mu: Design = 362 10,670 ft-# Actual 1-Way Shear = 11.03 7.98 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = None Spec'd Heel Reinforcing = # 5 @ 8.00 in Key Reinforcing = # 6 © 16.00 in Other Acceptable Sizes & Spacings Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9' 37 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 1.94 in2 Min footing T&S reinf Area per foot 0.32 in2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Forces & Moments RESISTING..... oment Force Distance Moment ft-# lbs ft ft-# Heel Active Pressure = 2,937.7 3.45 10,121.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total •' 2,937.7 O.T.M. 10,121.1 Resisting/Overturning Ratio = 2.22 Vertical LOads used for Soil Pressure = 6,939.1 lbs Soil Over Heel = 4,190.4 3.58 15,015.4 Sloped Soil Over Heel = 759.2 4.39 3,332.2 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 65.0 0.25 16.3 Surcharge Over Toe = Stem Weight(s) = 574.5 0.83 478.7 Earth @ Stem Transitions= Footing Weight ' = 1,125.0 3.00 3,375.0 Key Weight = 225.0 1.00 225.0 Vert. Component = Total = 6,939.1 lbs R.M.= 22,442.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. h Tilt I Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl © Top of Wall (approximate only) 0.082 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 405 I 1 Title Bressi Ranch Page 3 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I .. . REDO - Wail IJ - 6.83' (method 2) This Wail in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r . RetainPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 7 . .Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACi 530-13 License To: R2H ENGINEERING, INC. - DESIGNER NOTES: I 6.83 Design Height, 5 exposed 2:1 slope at backfill Flat slope at front Seismic NOT included 0 I Vehicle surcharge at front 0 0 0 . I 00 0 0 • o 0 I 0 Page 406 Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall 1 - 6.83' (method 2) This Wall in Fils: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. 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 = 20.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development, length for #4 bar specified in this stem design segment = - 12.00 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.3300 in2/ft As Required = 0.5735 in2/ft S. I I I I I 1 I I 1 Page 407 Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr. JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 6.83 (method 2) This Wall in File: S:\17\17058 - Bressi Ranch - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,AC1530-13 License To: R2H ENGINEERING, INC. I I 1' I I I I ' I I I 11 I 1 I 1 I i1 2 7 A 2 f#616 V SoI id, G(r out: . V -. V V VV V V V V 1VVV V V @CnterOn Key 7 V V VV V V VV V V - - V - ----------------------------- - - - - V.V - - V V'V V - VV. -" - -. - -. - Page 408 Title Bressi Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7JUN 2017 Description.... REDO - Wall IJ - 6.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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. Page 409 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 7 Date: 7 JUN 2017 Description .... REDO -Wall 1J -6.83' (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete [] Masonry ~op of Soil ~A s 0.0 lb,s__ !II! 420.0 lbs 6.1!4 ft ·~ 6.o, n r :· ~ J \ ~; . l'.' j \ 1: ;'. j. ~ ;. ~ .':. I; ·" ,,,, -2.o, ft . r 1 " " : -·· r .... __ ·*•'··· !''. :•· i l f j .. I, ,,. r Applied Sh'8' Diagram n nn tt 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 1.6~0.0 lbs 1, 1: Ii ' ... '" ...... ' ""'"'"'· .-.:- l "~ I r, ·•Afr ~. ·==·t~· !' "~ ): t: '~ Page 410 Title Brass~ Ranch Page: 8 Job#: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... REDO· Wall 1J • 6.83' (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Concrete Masonry Top of Soil Designer to detennine bar cutoff locations -# 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 411 1 : Title Bressi Ranch Page: 1 Job #: 17081 Dsgnr. JWS Date: 7 JUN 2017 Description.... I REDO - Wall IJ - 8.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1987-2017, Build 11.17.04.04 Kw-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I License: License To: R21-11 ENGINEERING, INC. Criteria Soil Data - - . Retained Height = 8.67 ft Allow Soil Bearing = 5,333.0 psf I Wail height above soil = 0.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 55.0 psf/ft Slope Behind Wall = 2.00 = . Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft F b I I Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf II Soil Density, Toe = 130.00 pcf FootinglSoil Friction = 0.350 Soil height to ignore W . for passive pressure = 0.00 in I Surcharge Loads Lateral Load Applied to Stem • LAdjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Lateral Load = 00 #/ft Adjacent Footing Load = 0.0 lbs ...Height to Top = 0.00 ft Footing Width = 000 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft LAxial Load Applied to Stem I (Service Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load • Method : Triangular Total Strength-Level Seismic Load = 1,041.154 lbs Load at bottom of Triangular Distribution ........= 204.750 psf Total Service-Level Seismic Load = 728.808 lbs I (Strength) Stem Weight Seismic Load F / W Weight Multiplier = 0.226 g Added seismic base force 138.2 lbs I I 1 I I 1 I I .Page 412 Title Bressi Ranch Paga: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 8.83'- Seismic (method 2) . I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-1 ENGINEERING, INC. Design Summary Stem Construction 2nd Bottom Wall Stability Ratios . Design Height Above Ft9 ft= Stem OK 2.67 Stem OK - 0.00 Overturning. = 3.12 OK Wall Material Above "Ht" = Masonry Masonry I Sliding = 1.32 Ratio < 1.5! Design Method = LRFD LRFD Thickness = 8.00 12.00 Total Bearing Load = 17,614 lbs Reber Size = # 5 # 6 resultant ecc. = 17.43 in Reber Spacing = 16.00 16.00 . I Soil Pressure @ Toe = 12,870 psf OK Reber Placed at = Edge Edge Design Data Soil Pressure @ Heel = 333 psf OK fbIFB + fa/Fa = 0.825 0.988 Allowable = 5,333 psf Total Force @ Section 1 Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe = 4,018 psf ACI Factored @ Heel = 466 psf Strngth Level lbs = 2,063.5 4,261.5 Footing Shear @ Toe = 9.9 psi OK Moment .... Actual Footing Shear @ Heel = 0.4 psi OK Service Level ft4 I Allowable = 82.2 psi Strength Level ft-#= 4,254.1 12,526.5 Sliding Calc& Moment ..... Allowable ft-#= 5,155.0 12,684.4 Lateral Sliding Force = less 100% Passive Force= - 6,988.7 lbs 3,037.5 lbs Service Level psi = I less 100% Friction Force = - 6,164.9 lbs Strength Level psi= 22.6 30.5 Added Force Req'd = .... for l.5 Stability = 0.0 lbs OK 1,280.6 lbs NG Shear.....Allowable psi = Anet (Masonry) in2= 90.0 91.50 90.0 139.50 . I Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code- CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H . 1.600 Wind, W 1.000 Seismic, E 1.000 Reber 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 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 413 1 Title Bressi Ranch Page: 3 Job #: 17081 Dsgnr. JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 8.83'- Seismic (method 2) / This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r Retainpro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC2OI6,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Footing Dimensions & Strengths ! LFooting Design Results Toe Width = 0.50 ft IM Hill Heel Width = 10.50 Factored Pressure = 4,018 466 psf Total Footing Width = 11.00 Mu': Upward = 496 67,156 ft-# Footing Thickness = 18.00 in Mu': Downward = 107 100,241 ft4 Mu: Design = 389 33,086 ft-# Key Width = 12.00 Actual 1-Way Shear = 9.94 0.36 psi Key Depth = 24.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = # 6 @ 16.00 in f'c = 3,000 psi F.y = 60,000 psi Heel Reinforcing = #6 @ 8.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = #6 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top s 3.00 © Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4@ 4.14 in, #5@ 6.41 in, #6@ 9.10 in, #7@ 12.41 in, #8@ 16.34 in, #9@ 20.6 Key: #4© 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 4.28 1n2 Min footing T&S reinf Area per foot 0.39 in2 )ft If one layer of horizontal bars: If two layers of horizontal bars: #4© 6.17 in #4© 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6@ 27.16 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active I-'ressure = 6,121.7 4.97 30,445.1 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil = Seismic Earth Load = 728.8 3.39 2,470.7 Seismic Stem Self Wt = 138.2 5.46 754.1 Total 6,988.7 O.T.M. 33,669.9 I Resisting/Overturning Ratio = 3.12 Vertical Loads used for Soil Pressure 17,614.0 lbs Soil Over Heel = 10,707.5 6.25 66,921.6 Sloped Soil Over Heel = 2,933.1 7.83 22,976.1 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 65.0 0.25 16.3 Surcharge Over Toe = Stem Weight(s) = 873.4 0.90 787.0 Earth © Stem Transitions= 260.0 1.33 346.7 Footing Weighi = 2,475.0 5.50 13612.5 Key Weight = 300.0 1.00 300.0 Vert. Component = Total = 17,614.0 lbs R.M.= 104,960.1 c If seismic is included, the OTM and sliding ratios - Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Tilt Horizontal Deflection at Too of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi © Top of Wall (approximate only) 0.064 in The above calculation is not valid if the heel soil bearina pressure exceeds that of the toe. because the wail would then tend to rotate into the retained soil Page 414 Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wail IJ - 8.83'- Seismic (method 2) I This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACi 530-13 License To: R21-11 ENGINEERING, INC. DESIGNER NOTES: 8.83 Design Height, 6.5 exposed I 2:1 slope at backfill Flat slope at front Seismic included Vehicle surcharge atfront I H i I 1 . 1 I I •. I I I I I Page 415 I I . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... I , REDO - Wail IJ - 8.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 - License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI530-13 ILicense To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information I 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 = I 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 = I Development length for #6 bar extending up-into this stem design segment from below = Stem Design Segment: Bottom . I 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 = I 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 = I As Required = I . I I i:. I I 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 0.3300 in2/ft 0.9482 in2lft / Page 416 Title Bross! Ranch Page: 6 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 8.83'- Seismic (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)17058 - bressi 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: R21-1 ENGINEERING, INC. Page 417 Title Bressi Ranch Page: 7 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall IJ - 8.83'- Seismic (method 2) This Wail in He: S:\17\17058 - Bressi Ranch2 - Caics (in SD 07112017 and in SLC)\17058 - bressi RotalnPro (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. I I I I . I . I 1 I I I I . I I . I I I I I S : . .5 . 5. • 5)_S • -. Pp- 43~12 ---72 - QSeIrnctcsLsnfeIght va - / Page 418 Title Brass; Ranch Page : 8 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... REDO-Wall 1J -8.83' -Seismic (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Masonry Top of Soil . lbs Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to detennine bar cutoff locations 1,290.0 lbs 2,150.0 lbs 3,010.0 lbs 3,870.0 lbs aa9.o lbs 1,120.0 lbs 2,580.0 lbs 3,440.0 lbs Page 419 Title Bressi Ranch Page : 9 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description .... REDO. Wall 1J • 8.83'. Seismic (method 2) This Wall in File: S:\17\17058 • Bressi Ranch\2 • Cales (In SD 07112017 and in SLC)\17058 • bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Masonry Allowable Moment Line Masonry Top of Soil Designer to determine bar cutoff locations .0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 2.s20.o ft-# I s.640.0 tt-# a,460.0 ft-# 11,200.0 ft-# Page 420 Soil Pressure @ Toe = 2,710 psf OK Soil Pressure @ Heel = 492 psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,794 psf ACI Factored @ Heel = 689 psf Footing Shear @ Toe = 9.3 psi OK Footing Shear @ Heel = 2.0 psi OK Allowable = 82.2 psi Sliding Calcs Lateral Sliding Force = 6,121.7 lbs less 100% Passive Force = - 3,037.5 lbs less 100% Friction Force = - 6,164.9 lbs Added Force Req'd = 0.0 lbs OK for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing psi= psi= 17.3 23.7 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= Title Bressi Ranch Page: '1 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wail I .8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ,ACI 530-13 License To: R2H ENGINEERING, INC. [Criteria Soil Data Retained Height = 8.67 ft Allow Soil Bearing = 4,000.0 psf Wall height above soil = 0.17 ft uivalent Fluid Pressure Mthod Active Heel Pressure 55.0 psf/ft r Slope Behind Wall = 2.00 = Height of Soil over Toe = 12.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pd FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 0.00 in -.-, - - Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied toStem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 3.45 OK Sliding = 1.50 OK Total Bearing Load = 17,614 lbs resultant ecc. = 15.23 in Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E - 1.000 Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stern = 0.0 psf (Service Level) StemConstruction I - Design Height Above Ft9 ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable ft-#= Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy AdjacentFootingLoad - Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Masonry LRFD 12.00 #6 16.00 Edge 2nd Stem OK 2.67 Masonry LRFD 8.00 #5 16.00 Edge 0.615 0.754 1,584.0 3,307.4 3,168.0 9558.5 5,155.0 12,684.4 I Page 421 1 RESISTING..... Force Distance lbs ft Soil Over Heel = 10,707.5 6.25 Sloped Soil Over Heel = 2,933.1 7.83 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = V Soil Over Toe = 65.0 0.25 Surcharge Over Toe Stem Weight(s) = 873.4 0.90 Earth @ Stem Transitions = 260.0 1.33 Footing Weighi = 2,475.0 ' 5.50 Key Weight = 300.0 1.00 Vert. Component = - Moment ft-# ' 66,921.6 22,976.1 16.3 787.0 346.7 13,612.5 300.0 I I I I I I I I , Title Bréssi Ranch -' Page: 2 Job #: 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wail IJ - 8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 I Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACI 530-13 License To: 11121-1 ENGINEERING, INC. Footing Dimensions & Strengths Footing Design Results Toe Width = 0.50 ft 122 H11191 Heel Width = 10.50 Factored Pressure = 3,794 689 psf Total Footing Width = 11.00 Mu': Upward = 468 71,441 ft-# Footing Thickness = 18.00 in Mu': Downward = 107 100,241 ft-# Mu: Design = 362 28,800 ft-# Key Width 12.00 in Actual 1-Way Shear = 9.33 2.02 psi Key Depth = 24.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 0.50 ft Toe Reinforcing = #6 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 8.00 in Footing Concrete Density = 150.00 pcI Key Reinforcing = # 6 @ 16.00 in Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover@ Top '3.00 © Btm.= 3.00 in Toe: #4@ 6.17 in, #5@ 9.57 in, #6@ 13.58 in, #7@ 18.52 in, #8@ 24.38 in, #9@ 30. Heel: #4@ 4.14 in, #5@ 6.41 in, #6@ 9.10 in, #7@ 12.41 in, #8@ 16.34 in, #9@ 20.6 Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.78 in, Min footing T&S reinf Area 4.28. in2 Min footing T&S reinf Area per foot 0.39 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 6.17 in #4@ 12.35 in #5@ 9.57 in #5@ 19.14 in #6@ 13.58 in #6© 27.16 in I Summary of Overturning & Resisting Forces & Moments Total 6,121.7 O.T.M. 30,445.1 Resisting/Overturning Ratio = 3.45 Vertical Loads used for Soil Pressure = -17,614.0 lbs I I I I I I I I I I eei Active lressure = Surcharge over Heel = / Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force Distance Moment lbs ft ft-# 6,121.7 4.97 30,445.1 .1 Total = 17,614.0 lbs R.M. 104,960.1 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. V L1t . V. Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. - 'V ( Page 422 S Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wall 1 - 8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: / . 8.83' Design Height, 6.5' exposed 2:1 slope at backfill Flat slope at front Seismic NOT included I I I I I I I 5' I 55 5, 5 I Page 423 I I Title Bressi Ranëh . .. Job #: 17081 Dsgnr: JWS Description.... REDO - Wall I - 8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro(c) 1987.2017, Build 11.17.04.04 • - - -. Page:4 Date: 7JUN 2017 License: KW-06057955 antiieverea etauning vvaui Code: CBC 2016,ACI 318-14,ACI 530-13 I License To: R2H ENGINEERING, INC. Rebar Lap & Embedment Lengths Information I 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 = I 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 I 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 = I 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 = . I I . I I I .. I . 1 . 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 0.3300 in2/ft 0.7236 in2lft Page 424 Title Bressi Ranch Page: 5 Job # : 17081 Dsgnr: JWS Date: 7 JUN 2017 Description.... REDO - Wail IJ - 8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi 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. I I I - I . SolidGrout I ? 8-1Q' SdIkI"Grout S. .3' G in',I S.- enferpn @ Hde I .y' - 1OG -C I I 'I - I Page 425 / Page: 6 Date: 7 JUN 2017 Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... REDO -Wall I - 8.83' (method 2) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (in SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License: Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I 1 U U I U I I I U Li I I I I I I I Page 426 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page: 7 Date: 7 JUN 2017 Description .... REDO. Wall 1J • 8.83' (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING INC. WallD Concrete U Masonry ,.a. Top of Soil Designer to detennine bar cutoff locations .,.~ f.Olbs 1,050.0lbs 1,750.0lbs 2,450.0lbs . 3,150.0lbs O.(!J~ 700.0 lbs 1,400.0 lbs 2,100.0 lbs 2,800.0 lbs JL, ODA~ ~~~--------+-----....ii-------+-------J.------... ------g._----~-------i'io-------1-----..., 8.67 ft Ii ; :! I· 2.67 ft .. I . j Ill : Applied Shear Diagrafi1 ., n nr ft Page 427 Title Bressi Ranch Job#: 17081. Dsgnr: JWS Page : 8 Date: 7 JUN 2017 Description .... REDO· Wall 1J • 8.83' (method 2) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Masonry Allowable Moment Line Concrete Masonry Top of Soil Designer to determine bar cutoff locations .0 ft-# 4,230.0 ft-# 7,050.0 ft-# 9,870.0 ft-# 12,690.0 ft-# 2,820.0 ft-# 5,640.0 ft-# 8,460.0 ft-# 11,280.0 ft-# Page 428 Total Strength-Level Seismic Load = 433.402 lbs Total Service-Level Seismic Load = 303.382 lbs = 0.226 g Added seismic base force 146.2 lbs Title Bressi Ranch Job #: 17081 Dsgnr: JWS Description.... Sound Wall (try 3) - Seismic Page: 1 Date: 14 JUN 2017 U This Wallin File: S:\17\17058- Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi RetalnPro (c) 1937-2017, License : KW-06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria Soil Data P - Retained Height = 5.83 ft Allow Soil Bearing = 2,000.0 psf - Wall height above SOli - ii ft Active Equivalent Fluid Pressure Method Heel Pressure = 40.0 psf/ft I Slope Behind Wall = 0.00 = Height of Soil over Toe = 16.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf . V Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in - _______•_• •; Surcharge Loads Lateral Load Applied to Stem • [Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil - °° ft Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf - at Back of Wall Axial Live Load = 9 lbs (Strength Level) Poisson's Ratio = 0.300 Axial Load Ci..(..IILIIUILy = 0.0 III Earth Pressure Seismic Load • Method : Triangular Load at bottom of Triangular Distribution ........= 122.430 psf (Strength) Stem Weight Seismic Load • F / W Weight Multiplier I I I I I I Page 429 1 : Title Bressi Ranch - Page 2 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wall (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 31814,ACI 530-13 I License License To: R2H ENGINEERING, INC. [Design Summary Stem Construction 2nd Bottom Stem OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 2.67 0.00 I Overturning = 2.24 OK Wall Material Above °Ht" = Masonry Masonry Sliding = 1.35 Ratio < 1.51 Design Method = LRFD LRFD Thickness = 8.00 8.00 I Total Bearing Load = resultant ecc. = 3,096 lbs 8.53 in Reber Size Reber Spacing = = # 4 24.00 # 6 24.00 Soil Pressure @ Toe = 1,268 psf OK Reber Placed at Design Data = Edge Edge j Soil Pressure @ Heel = 58 psf OK fb/FB + fa/Fa = 0.472 0.783 Allowable = 2,000 psf Total Force @ Section I Soil Pressure Less Than Allowable Service Level lbs = ACI Factored @ Toe =. 1,776 psf ACI Factored @ Heel = 81 psf Strength Level lbs= 564.0 1590.3 Fdoting Shear @ Toe = 15.7 psi OK Moment... Actual I Footing Shear @ Heel = 6.3 psi OK Service Level ft-#= Allowable = 82.2 psi Strength Level ft-# = 1,086.2 3833.3 Sliding Cates Moment ..... Allowable ft-#= 2,300.0 4,895.0 Lateral Sliding Force = 1,452.1 lbs I less 100% Passive Force = - 883.6 lbs Service Level psi = less 100% Friction Force = - 1,083.7 lbs Strength Level psi = 6.2 17.4 Added Force Req'd = 0.0 lbs OK Shear.....Allowable psi = 90.0 90.0 for 1.5 Stability = 210.8 lbs NG Anet (Masonry) in2= 91.50 91.50 I Reber Depth 'd' in= 5.25 5.25 Masonry Data - fm psi= 2,500 2,500 Fy psi= 60,000 60,000 I . Solid Grouting = Yes Yes Vertical component of active lateral soil pressure IS Modular Ratio 'n' = 12.89 12.89 NOT considered in the calculation of soil bearing Wall Weight psf= 84.0 84.0 Load Factors I Building Code CBC 2016,ACI Equiv. Solid Thick. in= 7.60 7.60 Dead Load 1.200 Masonry Block Type = Normal Weight Live Load 1.600 Masonry Design Method = LRFD Earth, H 1.600 Concrete Data I Wind, W 1.000 fc psi= Seismic, E 1.000 Fy psi= I, I. . Title Bressi Ranch Page: 3 Job # : 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wall (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\.2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 License To : R2H ENGINEERING, INC. Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Footing Dimensions & Strengths Footing Design Results Toe Width = 3.00 ft Lom H211 Heel Width = 1.67 Factored Pressure = 1,776 81 psf Total Footing Width = 4.67 Mu': Upward = 6,357 102 ft-# Footing Thickness = 15.00 in Mu': Downward = 2,198 761 ft-# Mu: Design = 4,159 659 ft-# Key Width = 0.00 in Actual 1-Way Shear = 15.66 6.34 psi Key Depth = 0.00 in Allow 1-Way Shear = 82.16 82.16 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 16.00 in f'c = 3,000 psi Fy = 60,000 psi Heel Reinforcing = #4 © 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Specd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 3.00 @ Btm= 3.00 in Toe: #4@ 7.41 in, #5@ 11.48 in, #6@ 16.30 in, #7@ 22.22 in, #8@ 29.26 in, #9@ 37 Heel: Not req'd: Mu <phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 1.51 in2 Min footing T&S reinf Area per foot 0.32 in2 fit If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6@ 32.59 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING.... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,002.5 2.36 2,366.0 Soil Over Heel = 760.4 4.17 3,169.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load @ Stem Above Soil = * Axial Live Load on Stem = Seismic Earth Load = 303.4 2.36 716.0 Soil Over Toe = 536.3 1.50 804.4 Seismic Stem Self Wt = 146.2 6.75 986.7 Surcharge Over Toe = Total 1,452.1 O.T.M. 4,068.6 Stem Weight(s) = 924.0 3.33 3,080.0 Earth © Stem Transitions = = = Footing Weight = 875.6 2.34 2,044.6 Resisting/Overturning Ratio = 2.24 Key Weight = 1.00 Vertical Loads used for Soil Pressure = 3,096.3 lbs Vert. Component = Total = 3,096.3 lbs R.M. 9,098.7 If seismic is included, the OTM and sliding ratios * Axial live load NOT included in total displayed or used for overturning be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 resistance, but is included for soil pressure 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 H Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl © Top of Wall (approximate only) 0.083 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 431 I Title Bross! Ranch Page 4 Job # : 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... I Sound Wall (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (in SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14 ACt 530-13 License To: R2H ENGINEERING, INC. DESIGNER NOTES: .. I s 6' exposed Flat slope backfill 2:1 slope at front Seismic is included NO superimposed loads / I . 1 . I I. I .5 • I I.. 1 . . I . . . H .. . I 4L Page 432 . Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wail (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1997-2017, Build 11.17.04.04 . . License: KW.06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R21-11 ENGINEERING, INC. 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 = 20.00 in Lap Splice length for #6 bar extending up into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 12.00 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 2000 in Lap Splice length for #6 bar specified in this stem design segment = 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = . 0.2200 in2/ft As Required = 0.5054 in2lft I 1 I I H, I I 1 - • Page 433 I , Title Bressi Ranch Page: 6 Job #: 17081 -' Dsgnr: JWS Date: 14 JUN 2017 Description.... I . Sound Wail (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi - 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. ... SwI#4@24r . 7 Sohd Grout / H 52 77, II • , ' . :-"° :. ' Solid Grout'. . . i I . in' I , I. •:. , •' . _________ ____ .. • @HéeI . . . . . , 1. ,,,...................,..,,, ..F ....L. .,_.. ._. F, I. I I . . . . . Page 434 Title Bross! Ranch Page: 7 Job #:17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wall (try 3) - Seismic This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi 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: R21-1 ENGINEERING, INC. .... . ............. I I I 1003# 3(13# 146# Seismic lateral earth presure o SeismIc due to'tem self w.ht (1) CO I I I 1 I - Page 435 Title Bressi Ranch Job# : 17081. Dsgnr: JWS Description .... Sound Wall (try 3) • Seismic Page: 8 Date: 14 JUN 2017 This Wall in File: S:\17\17058 • Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 License To : R2H ENGINEERING INC. Wall[] Concrete [] Masonry 140.0 lbs o.o lbs 280.0 lbs 11.uuft "' fr Ii [<• I; I• I.: ~ • I, ;., ':, 1,. f,, -- 5,83 ft .,; ' h ' ~ I:' ' .} !',.., 2.b{ ft n 1; l f',, *' .,,,.,l s ' 1,,, !: ~. • j .• J " ''!!I -~ --,_ " "*' I·, f! li' Applied Shear Dlagrarrt n nn ft Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Designer to determine bar cutoff locations 420.0 lbs 700.0 lbs 980.0 lbs 1,260.0 lbs 560.0 lbs 840.0 lbs 1,120.0 lbs . ' ............. "' .. u '~ > ,'$ti< <,•--.. -··· ~ ~ -......__ Ii -t '" t - Page 436 Title Bressj Ranch Job#: 17081 Dsgnr: JWS Description .... Sound Wall {try 3) • Seismic This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 9 Date: 14 JUN 2017 RetalnPro (c) 1987-2017, Build 11.17.04.04 License : KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To : R2H ENGINEERING, INC. Masonry Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 0.0 ft-# 540.0 ft-# 1,620.0 ft-# 2,700.0 ft-# 3,780.0 ft-# 4,860.0 ft-# 1,080.0 ft-# 2,160.0 ft-# 3,210.0 ft-# 4,320.0 ft-# Page 437 FAIøI LUU ccemrcty U.0 III [Design Summary Wall Stability Ratios Overturning = 2.28 OK Sliding = 1.68 OK Total Bearing Load = 3,096 lbs resultant ecc. = 8.21 in Soil Pressure © Toe = 1,246 psf OK Soil Pressure @ Heel = 80 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,744 psf ACI Factored @ Heel = 112 psf Footing Shear @ Toe = 15.4 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable 82.2 psi Sliding Calcs Lateral Sliding Force = 1,170.3 lbs less 100% Passive Force = - 883.6 lbs less 100% Friction Force = - 1,083.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs 01< psi= psi = 6.5 14.9 psi = 90.0 90.0 in2 = 91.50 91.50 in= . 5.25 5.25 psi = 2,500 2,500 psi = 60,000 60,000 'F = Yes Yes = 12.89 12.89 psf 84.0 84.0 in= 7.60 7.60 = Normal Weight =LRFD psi= psi= Service Level Strength Level Shear.....Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data frn Fy Solid Grouting Modular Ratio 'n' Wall Weight Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f'c Fy Title Bross! Ranch Page: 1 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wail (try 3) This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi License: KW-06057955 Build 11.17.04.04 Cantilevered Retaining Wall Code: CBC2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Criteria Soil Data Retained Height = 5.83 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 5.17 ft Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Slope Behind Wall = - 0.00 = Height of Soil over Toe = 16.50 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 130.00 pcf Soil Density, Toe = 130.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Surcharge Loads [L.teral Load Applied to Stem I LAdjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 lbs Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Load Type = Wind (W) Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem (Strength Level) Footing Type Line Load Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 54.1 psf - at Back of Wall - 0.0 ft Axial Live Load = 0.0 lbs (Strength Level) Poisson's Ratio = 0.300 Stem Construction 2nd Bottom Design Height Above Ftg ft = Stem OK 2.67 Stem OK 0.00 Wall Material Above °Ht" = Masonry Masonry Design Method = LRFD LRFD Thickness = 8.00 8.00 Rebar Size = # 4 # 6 Rebar Spacing = 24.00 24.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa = 0.845 0.913 Total Force @ Section Service Level lbs = Strength Level lbs = 599.2 1,367.3 Moment .... Actual Service Level ft-# = Strength Level ft-# = 1,943.4 4,467.3 Moment.....Allowable ft-#= 2,300.0 4,895.0 I 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 I 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E I 1.000 I 0 -Page 438 I I I I I I I I I I I I I I i / Title Bross! Ranch Job #: 17081 Dsgnr: JWS Description... Sound Wall (try 3) Page: 2 Date: 14 JUN 2017 1 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r RetalnPro (c) 1937-2017, Build 11.17.04.04 LJcense: Kw-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 [Footing Dimensions & Strengths Toe Width = 3.00 ft Heel Width = 1.67 Total Footing Width = 4.67 Footing Thickness = 15.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 1.00 ft fc= 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 3.00 @ Btm.= 3.00 in Li Footing Design Results 191 H1 Factored Pressure = 1,744 112 psf Mu': Upward = 6,277 115 ft-# Mu': Downward = 2,198 761 ft-# Mu: Design = 4,079 646 ft-# Actual 1-Way Shear = 15.42 6.16 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #4 @ 16.00 in Heel Reinforcing = #4 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 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*lambda*sqrt(f c)*Sm Key: No key defined Min footing T&S reinf Area 1.51 in2 Min footing T&S reinf Area per foot 0.32 in2 /it If one layer of horizontal bars: If two layers of horizontal bars: #4@ 7.41 in #4@ 14.81 in #5@ 11.48 in #5@ 22.96 in #6@ 16.30 in #6© 32.59 in [Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,002.5 2.36 2,366.0 Soil Over Heel = 760.4 4.17 3,169.7 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Fooling Load = Adjacent Footing Load = Added Latera Load = , Axial Dead Load on Stem = Load @ Stem Above Soil = 167.8 9.67 1,622.0 * Axial Live Load on Stem = = Soil Over Toe = 536.3 1.50 804.4 Surcharge Over Toe = Total 1,170.3 O.T.M 3 987.9 Stem Weight(s) = 924.0 3.33 3,080.0 Earth © Stem Transitions = = = Footing Weighi - = 875.6 2.34 2,044.6 Resisting/Overturning Ratio = 2.28 Key Weight = 1.00 Vertical Loads used for Soil Pressure = 3,096.3 lbs Vert. Component = Total = 3,096.3 lbs R.M.= 9,098.7 * 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 Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus I 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.082 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. 91 Page 439 . I I - Title Bross! Ranch Page: 3 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wall (try 3) This Wall in File: S:\1 7\17058 - Bressi Ranch\2 - Calcs (In SD 07112017 and in SLC)\17058 - bressi r - RetainPro (c) 1987.2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACi 318-14,ACi 530-13 I License To: R21-1 ENGINEERING, INC. DESIGNER NOTES: I 6' exposed Flat slope backfill 2:1 slope at front Seismic NOT included NO superimposed loads - 1 I . H-- I 0 -- I I '- I i I 00 • 0 I - ) I - Page 440 Title Bressi Ranch Page: 4 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound Wail (try 3) This Wail in File: S:\17\17058 - Bressi Ranch\2 - Calcs (in SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. 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 20.00 in Lap Splice length for #6 bar extending Sup into this stem design segment from below = 30.00 in Development length for #4 bar specified in this stem design segment = 5 12.00 in Development length for #6 bar extending up into this stem design segment from below = 19.01 in 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 = 20.00 in Lap Splice length for #6 bar specified in this stem design segment = - 5 30.00 in Development length for #4 bar extending down into this stem design segment from above = 12.00 in Development length for #6 bar specified in this stem design segment = 19.01 in Hooked embedment length into footing for #6 bar specified in this stem design segment = 7.67 in As Provided = 0.2200 in2/ft As Required = 0.5889 in2/ft S I • I S••• • I I 7 5 5-' - I 'S. I 441 S. Page n L J I I I I I I I Ll H I I \.- I I I Page 442 I Title Bressi Ranch Page: 5 Job #: 17081 Dsgnr: JWS Date: 14 JUN 2017 Description.... Sound all (try 31 This Wall in File: S:\17\17058 - Bressi Ranch\2 - Caics (In SD 07112017 and in SLC)\17058 - bressi r RetainPro (c) 1987-2017, Build 11.17.04.04 License: KW-06057955 Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 License To: R2H ENGINEERING, INC. Title Bressi Ranch Job#: 17081. Dsgnr: JWS Description .... Sound Wall (try 3) This Wall in File: S:\17\17058-Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 7 Date: 14 JUN 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 Walla Concrete IJ Masonry Designer to determine bar cutoff locations 128.1 lbs 408.1 lbs 688.1 lbs 968.1 lbs 1,248.1 lbs -11 .9 lbs 268.1 lbs 548.1 lbs 828.1 lbs 1, 1Q8.1 lbs 11.uutt 1•:' ,, . f.: I l:; p; ,. \ ~ . \ : !, ' ;i ........ \ ' ) ,,\· .,: \; Ii ,_,..,.··=•·:..,r, w~. \ .) '.i ~""'·. "'' "'' Top •. -. 5.83 ft ,• I: 1£ ,,.,. ~-""" t:: \ ~-. ," Ii" """' -' 11 1rl ;i ~ 1··. "·" ..~, ;,;.,, ,. -2.67 ft - ~. 1:: ·-·"""'*' """' .J 1, ~ ;1 ii ;., ~A ·-·-' , .. '" i;, ~·c .. __ . k ~~ ' i !\!)plied Shear DiagraT ~ .. b .. ,, ~· ft Page 444 Title BressJ Ranch Job# : 17081 Dsgnr: JWS Description .... Sound Wall (try 3) This Wall in File: S:\17\17058 -Bressi Ranch\2 -Cales (In SD 07112017 and in SLC)\17058 -bressi r Page : 8 Date: 14 JUN 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 Allowable Moment Line Concrete Masonry Designer to determine bar cutoff locations 540.0 ft-# 1,620.0 ft-# 2,700.0 ft-# 3,780.0 ft-# 4,860.0 ft-# 1,080.0 ft-# 2,160.0 ft-# 3,240.0 ft-# 4,320.0 ft-# 0.0 ft-# Page445