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Home My WebLink AboutPD 2020-0008; CHURCH RESIDENCE; STRUCTURAL DESIGN CALCULATIONS; 2020-11-16STRUCTURAL DESIGN CALCULATIONS FOR CHURCH RESIDENCE RETAINING WALLS DEV2019-0036 ADAMS ST. CARLSBAD, California PREPARED BY: SOWARDS AND BROWN ENGINEERING, INC CONSULTING ENGINEERS 2187 NEWCASTLE AVE., SUITE 103, CARDIFF, CA 92007 (760) 436-8500 18-045 4/24/20 ~lS\J ll I Ila ( io SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ,, ~'7,. 51,,, 0 l Jos---~Ca,1:HJ~£{L~e..tl==1:..J _________ _ SHEET ~Q. __ ____Jl~n-""""'~:=:,----OF--1-1.,,--,·-,--Y-. l+-,-"---- CALCULATED BY-_J~'-=-''---.,.-----DATE •. -____,/ = ! I I ~=4'~-"""""'c=:--~4-------i==H~"lt9~rr'"T' ...... ' .)... ' . ,.,~,., •.......... ;.: .. ... ~ ........... . ·······' ·····''····· r ··································· .~==;,,.......-'. ! i I I.,,~ ·i··············•·············I ...,-. ···••;••···········e············t ~ _..)··i···· ·········e·············I LL..L...J.....~~L...L..-1...._L----L,__,;___;__..l__..;._~____;,_~..;....__:___,;,___..__....______.__~___.__f PROru:1204-1/Ness'/lnc., -. Mm. 01 71. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 4/11 Dsgnr: RDS Description .. Wall Along Adams Section 4/11 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 1 § Date: 8 JAN 2020 RetamPro (c) 1987-2019, Build 11.20.03.31 ucense: KW-osos7201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS I c.r.it.e.ria _________ .. i I Soil Data i Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.50 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 43.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.350 = 12.00 in 71 s.u.r.c.ha•r•g•e•L•o.ad_s _____ _.1 I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = Axial Live Load Axial Load Eccentricity = I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in • 1.67 OK 1.73 OK 2,474 lbs 10.12 in Soil Pressure@Toe 1,819 psf OK Soil Pressure @ Heel = O psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,547 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = 16.5 psi OK Footing Shear@ Heel = 7.5 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 75 % Friction Force 1,291 .3 lbs 1,579.9 lbs 649.5 lbs Added Force Req'd ... .for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = ... Height to Toi:: ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind(W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ft£ Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. 0.0 psf • 2nd Stem OK ft= 2.67 = Masonry ASD = 8.00 # 5 = 16.00 = Edge 0.148 lbs= 315.4 lbs= ft-#= 402.6 ft-#= ft-#= 2,708.3 psi= 3.4 psi= psi= 44.7 in2 = 91.50 in= 5.25 psi= 1,500 psi= 32,000 = Yes 21 .48 psf= 78.0 = 1.000 in= 7.60 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Bottom Stem OK 0.00 Masonry ASD 12.00 # 6 16.00 Edge 0.276 908.4 1,968.1 7,121 .2 6.5 45.3 139.50 9.00 1,500 32,000 Yes 21.48 124.0 1.000 11.60 Masonry Block Type Medium Weight Masonry Design Method ASD Concrete Data fc psi= Fy psi= 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 4/11 Dsgnr: RDS Description .... Wall Along Adams Section 4/11 This Wall in File: h:\bob\dell390backup\documents\retainpro 1 O project files\18-045 church.rpx Pag••® Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data i Toe Width = 1.50 ft Heel Width 2.00 Total Footing Width = 3.50 Footing Thickness = 15.00 in Key Width = 10.00in Key Depth 17.00in Key Distance from Toe 1.50 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results i Factored Pressure = Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = Toe Heel 2,547 O psf 28,066 2 ft-# 5,400 900 ft-# 1,889 898 ft-# 16.52 7.55 psi 75.00 40.00 psi #6@ 16.00 in Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu = None Spec'd None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11 .48 in, #6@ 16.29 in , #7@ 22.22 in, #8@ 29.25 in, #9@ 37 Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 1.13 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.32 in2 1ft If two layers of horizontal bars: #4@ 14.81 in #4@ 7.41 in #5@ 11.48 in #6@ 16.30 in #5@22.96 in #6@32.59 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water !bl) 1,291 .3 2.58 3,336.0 HL Act Pres (be water tbl} Hydrostatic Force Buoyant Force Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = = Total 1,291.3 O.T.M. = 3,336.0 Resisting/Overturning Ratio 1.67 Vertical Loads used for Soil Pressure = 2,474.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water !bl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component ..... RESISTING ..... Force Distance Moment lbs ft ft-# 812.5 668.8 159.6 656.3 177.1 3.00 3.00 0.75 1.92 2.33 1.75 1.92 2,437.5 2,437.5 1,281.4 372.4 1,148.4 339.4 Total= 2,474.2 lbs R.M.= 5,579.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 4/11 Dsgnr: RDS Description .... Wall Along Adams Section 4/11 ® Page: 3 Date: 8 JAN 2020 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.101 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. 8" w/#5@ 16" Solid Grout 12· w/ #6@ 16" Solid Grout #6@16.in @Toe 1'-6" 1'-6" 10· 1'-2" 2'-0" 3'-6" T-0" 6'-6" 3" 1'-5" Pp= 1579.86# .... ,,, C. r--sr: C1) CD 1291# r ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB l..w~ SHEET~O.~~.~✓ ----OF------ CALCULATED BY-·· ----DATE. ____ _ CHECKED BY-------DATE----- SCALE I •············•···········••j••···········•············•..----+----< --+--........ L. .. . ....... ····---+-_,_-+-_,············· i •···························'·············'··--+--+--l••····11 ····· ........ ...i ............ ;----t------+---+--+--···'---+---i---+--+----' ·-+---f---+--il-l---1---i--..j...._-1---1--1 •··········-+-············'·············'··············'--.....___.('~~/ Q.. ! . -' i (t,,-.f-....'-!'"--+-+--+--1-~~:--!i-i -j i, ·-+---+--+---+--+---+---+---+--1--1--1 " b-L ;tt_--;---...1,. ~·--of~·(,···'-·-~---J ··--t---+----+---l-----i--4---1 ·---l~f-.-+--+---+--4-···-b.,;-_..,,tl> .. 14··1-+-+---'f:::.-::.+::...-...-_-+-+--+--j1--+---1--...J..--1---1---1--1......-1 ; v1' •-----~...--.............. -l---l--.-"""~· , ri:f ·,;~_t·t-·····+·····=·:·-~-~"~-~-~~--a::l-:~-···~-1-:::~~--·:::::+-f'JtM.:::~.~-:-:::~:~:~:~::: 1---;---;---.---i----1'----'1-.. wu''.;.· -i[~~r. ~-t--t---t---t---t---l---l---l---l---l---l---l-........./---.J......-.J......-1--1- , *·4t~··f4!~···· ·: : ·t~r .. --.J..= ··-l==· +==t=· =q~~=i=::¾==J=~-l-J__J_j_J 1 i_l· 1 /p+'' .. -c-+' --+----l-···_·······.....i.····r_"'·_;.7-r_····_..;.-···1~ ..... _ ..... .;.1_. -+--t----1----1---l-............... ! ... L ....... ,! ..... ········l---+------;.....--....,,. ,~ F l···········; '·············t--f--+--+---+----+---+--!--f.: ........... !1.... •. ·-•-1-----l------l--t·· ············'t;:---t----t--t--+--+-+--+--1----l--+---l---+---I •············•·····-.,__+--+--+---l---l---1---.....--4-•• ................................ ,.___,__...,___._ -i---i----i-:---i-----t--t--t--t---+----+---+-t-----11--i--- . ·1 ~ la i'• .__---+-I ---i--l----+---1----1---1----1.~.r.~ .. ~ ....... _,1--l---l--l--.......__-!--1..--.-l----l..-......L.__; I •-+--+--+--+--+----l---+--!---+--+----l--+---l-~1---1--1---!....-I i--.J..__:__l__.J___jl '.~-~ ... ·----t- 1 '.Y . i PRODUCT21J4.l/Nelis/lnc.. G-, Mass. 01471. SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 , lH-LJ~vH JOB-----------=----------~ SHEET N0.---,--/:8) ___ ----;'-----OF-------t \ f \ ~:-~~~~-/ CALCULATED BY-------DATE _____ _ CHECKEDBY--------DATE------ SCALE ~ i-C--.l-----+-+-+-+-+--+--+--4~~'?.J-'-; __ i,--,---;_-+_-+ _______ -+-_-t-_ i 1---+---+--+--+-'S~,ffi ___ ff''~ t. ~Ui}---~ -~ qN ~~,_-.:~; _,__-l--l--__ --+--ll 4 i PROOOCT204-!/l'ileiis/lnc., Grolon, Mass. 01471. Uff~W~• \)~&AJ A$ U14U H1:ir,. ti~'' .. w( -z.:1 ~Svt?pe,. 11+1 s ~;..1 '{ t;J \? (S-L,o w J ', I I N pw GN e,6 IA IN f!; · , tp--UJvJ{:ft, WA-t,t, : ., 11/tJ Su~ I( u -0 g -$\ -&' -?:," ( ?-J' I , b 0 ~so~ l \ 1' r() ~ I ,~I ~LJ t ?/--~' if ~ e, Ui1 'I ~ 4@1U¥'H ,· ,, I • l , ... ' \1;,r u..<0 / j (p@JtJ'V 0 ~ .... t; @itr'tt ·yY 41-d' 0 • 4;-t~-r~ ,, fl • , • , Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 4 ® Dsgnr: RDS ,Y"' Description .... Upper Wall Section 4 1 J This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 1 Date: 15 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To · ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria i I Soil Data i ~ " Retained Heig ht = 5.50 ft Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method ~ Wall height above soil = 1.42 ft Active Heel Pressure = 43.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Water height over heel 0.0 ft Passive Pressure = 350. 0 psf/ft = Soil Density, Heel = 125.00 pcf Soil Density, Toe = 0.00 pcf r:= Footingl!Soil Friction = 0.350 ~ Soil height to ignore for passive pressure = 12.00 in ,I s.u.r.c.ha.r .. 9 1111 e•L•o•ad•s----~--· I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load Used To Resist Sliding & Overturning ... Height to To~ Surcharge Over Toe = 0.0 ... Height to Bottom Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft Adjacent Footing Load 0.00 ft Footing Width 0.00 ft Eccentricity Wind(W) Wall to Fig CL Dist (Service Level) Footing Type Base Above/Below Soil 0.0 psf at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Design Summary • Stem Construction • ----'--'"------------------Bottom Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.23 OK 1.90 OK 2,706 lbs 7.52 in Soil Pressure@ Toe = 1,808 psf OK Soil Pressure @ Heel = O psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,531 psf ACI Factored @ Heel = O psf Footing Shear@ Toe = 7.2 psi OK Footing Shear@ Heel 5.2 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = less 75 % Friction Force 979.6 lbs 1,148.4 lbs 710.4 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind ,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft£ ft= Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at 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 Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' psi= psi= psi= in2= in= 0.00 Masonry ASD ASD 8.00 # 6 16.00 Edge 0.633 650.4 1,192.4 1,883.5 7.1 32.6 91.50 5.25 Masonry Data -------------------------- fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= = psf = = in= 750 32,000 Yes 42.96 78.0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- fc psi= Fy psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Sectipn 4 Dsgnr: RDS Description .... Upper Wall Section 4 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 2 Date: 15 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.50 ft 2.75 3.25 15.00 in 10.00in 12.00 in 2.00 ft i Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Toe 2,531 3,585 750 236 i Heel 0 psf 860 ft-# 2,643 ft-# 1,784 ft-# Actual 1-Way Shear = 7.23 5.17 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = # 6@ 16.00 in fc = 2,500 psi Fy = 60,000 psi 150.00pcf Heel Reinforcing # 6@ 16.00 in Key Reinforcing = None Spec'd Footing Concrete Density Min. As% Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in Footing Torsion, Tu Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37 Heel: #4@ 7.40 in, #5@ 11.48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm 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 1.05 in2 0.32 in2 tft If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@32.59 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) 979.6 2.25 2,204.1 HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 979.6 O.T.M. 2,204.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.23 2,706.4 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component ..... RESISTING ..... Force Distance Moment lbs ft ft-# 1,432.3 539.8 609.4 125.0 2.21 2.21 0.25 0.83 1.63 2.42 3,163.0 3,163.0 449.8 990.2 302.1 Total= 2,706.4 lbs R.M.= 4,905.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 4 Dsgnr: RDS ~ Description .... Upper Wall Section 4 I\ This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 3 Date: 15 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.107 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. s·wt#6@ 16" Solid Grout 6"_L_ ____ _ #6@16.in @Toe #6@16" @Heel --- 2'-9" 3'-3" 1'-5" 6'-11· 5'-6" 2" r-o· 3" 10· 5" Pp= 1148«# ~ -V> 0. 0 °' r-0 00 980# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 4 Dsgnr: RDS Yi Description.... I Lower Wall Section 4 I This Wall in File: h:lbobldell390backup\documents\retainpro 10 project files\18-045 church.rpx Date: ® Page : 1 15 JAN 2020 RetamPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 l,C111r.it.er.ia---------•· I Soil Data j Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 6.20 ft 0.50 ft 0.00 12.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 43.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footing//Soil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0 00 pcf 0.350 = 12.00 in I Surcharge Loads • I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.04 OK 1.72 OK 3,259 lbs 9.50 in Soil Pressure@ Toe = 1,798 psf OK Soil Pressure @ Heel = O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @Toe 2,518 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 12.6 psi OK Footing Shear@ Heel 9.3 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= - less 75 % Friction Force 1,702.2 lbs 2,072.0 lbs 855.5 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth , H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load 0.0 #/ft Adjacent Footing Load = ... Height to To~ 0.00 ft Footing Width ... Height to Bottom 0.00 ft Eccentricity Load Type Wind(W) Wall to Fig CL Dist = (Service Level) Footing Type Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall = (Service Level) Poisson's Ratio Stem Construction • 2nd Bottom Stem OK Stem OK Design Height Above Ft~ ft= 2.67 0.00 Wall Material Above "HI" = Masonry Masonry Design Method ASD ASD Thickness = 8.00 12.00 Rebar Size # 5 # 6 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa 0.190 0.435 Total Force@ Section Service Level lbs= 288.8 1,112.8 Strength Level lbs= Moment.. .. Actual Service Level ft-#= 323.9 2,052.4 Strength Level ft-#= Moment. .... Allowable ft-#= 1,701 .6 4,715.1 Shear ..... Actual Service Level psi= 3.2 8.0 Strength Level psi= Shear ..... Allowable psi= 31.8 32.4 Anet (Masonry) in2 = 91.50 139.50 Rebar Depth 'd' in= 5.25 9.00 Masonry Data fm psi= 750 750 Fs psi= 32,000 32,000 Solid Grouting Yes Yes Modular Ratio 'n' = 42.96 42.96 Wall Weight psf = 78.0 124.0 Short Term Factor = 1.000 1.000 Equiv. Solid Thick. in= 7.60 11 .60 Masonry Block Type Medium Weight Masonry Design Method ASD Concrete Data fc psi= Fy psi= • 3,600.0 lbs 10.00 ft 0.00 in 12.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 4 Dsgnr: RDS Description .... Lower Wall Section 4 ' 1i This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 2 Date: 15 JAN 2020 RetamPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To: ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density = Min. As% 1.00 ft 3.00 4.00 15.00 in 10.00in 16.00 in 2.00 ft 60,000 psi 150.00 pcf 0.0018 i Footing Design Results i Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu Toe 2,518 13,717 3,375 862 Heel O psf 496 ft-# 2,888 ft-# 2,391 ft-# 12.65 9.29 psi 75.00 75.00 psi = #6@16.00in #6@16.00in = None Spec'd Cover@Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 7.40 in, #5@ 11.48 in , #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37 Heel: #4@ 7.40 in, #5@ 11 .48 in, #6@ 16.29 in, #7@ 22.22 in, #8@ 29.25 in, #9@ 37 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm 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 1.30 in2 0.32 in2 tft If two layers of horizontal bars: #4@ 14.81 in #5@22.96 in #6@ 32.59 in Summa of Overturn in & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water tbl) 1,193.3 2.48 2,963.4 HL Act Pres (be water !bl} Hydrostatic Force Buoyant Force = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = 508.9 1.64 837.1 Added Lateral Load = Load @ Stem Above Soil = Total 1,702.2 O.T.M. = 3,800.5 Resisting/Overturning Ratio 2.04 Vertical Loads used for Soil Pressure = 3,259.2 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,550 .0 645.4 147.1 750.0 166.7 3.00 3.00 0.50 1.42 1.83 2.00 2.42 4,650.0 4,650.0 915.7 269.7 1,500.0 402.8 Total= 3,259.2 lbs R.M.= 7,738.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: 18-045 church ® Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Sectipn 4 Dsgnr: RDS Description .... Lower Wall Section 4 This Wall in File: h:lbobldell390backupldocumentslretainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Tilt Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.084. 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: 3 Date: 15 JAN 2020 Code: CBC 2019,ACI 318-14,TMS 402-16 a· w/ #S@ 16" \/ Solid Grout 12"w/#6@ 16" #6@16.in @Toe #6@16" @Heel • 'l· • 10· 1'-2" 3·.o· 4•.o· S-8" 6'-2" ,Ir 2· 3" 1'-4" I Pp= 2072.05# .... (I) a. ~ ~ "- 1702# ■ Hydrostatic Force Adj Ftg Load =3600# 1 Ecc.=0" from CL ■ Lateral earth pressure due to the soil BELOW water table (13 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 Ct-WlLGH JOB-------_;;__ ______ _ ~C> SHEET NO.--~___,,=;c-----OF • CALCULATED 9y ______ DATE I 'l,, I I :t [ I 1 CHECKED gy _______ DATE ____ _ SCALE . .1 ! I I . ! I !. I .. .... !t a,!~ /t. 1 ...... i . j ~ ' ! . ,..,,'___,• __ _;~-i--+------+--+--+----+----"4--_,.__,........---,-~--,---,-~-'-#-.;.----+ ·······~··~.·.1.·· l I l ,--+-: "'-/ ~~ 6/C.-----;!-.. ....,...._, ...... ~ ······ ·+ ·~l;fe l.1 ·· 1 :_ in ·':l'r'········-+········· .................. LI .. A ,Ji;•+11~···· · ~tBI: + .... ~\ I ••..• , ..•••••. ;dJ~~~4/··,;4~~·······~~· ·····+··········••i••···········-:-···········+:······~ -; i i t---;--+···· .Af.'~.-io __ t ~ j j ~~•-----~---_:---....-.:~--~-.. ~_r__,,_.J_J,_Z.-~o~:•!_ ...... ~~~~~~~~~~.~~-~-.~~~~~----,-~~~h ~··~•;•~······--;·-H-~ j t .,Z-J i)·r ····• .. ··+··-;.---......---'----+---! PROIXX:T204-l/Neiis/lnc..Gmn,Mm.01471. 1-x..\W ,Z.. 84(J fS:f' Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Section 5 DDsgnr: tRDS ,Z..Zi escnp ion.... / Upper Wall Section fl' Page, 1 ~ Date: 7 JAN 2020 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetamPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To · ROBERT SOWARDS I Criteria i I Soil Data i - ~· -e Retained Height = 8.00 ft Allow Soil Bearing = 3,000.0 psf ,. Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 L Height of Soil over Toe = 6.00 in = Water height over heel 0.0 ft Passive Pressure = 350. O psf/ft = Soil Density, Heel = 125.00 pcf /4 Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.350 """"'.· Soil height to ignore ~ for passive pressure = 12.00 in 71 s.u.r.c.ha•r•g•e•L•o.ad_s _____ _.. I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in • 2.30 OK 1.53 OK 5,522 lbs 10.21 in Soil Pressure@ Toe 2,416 psf OK Soil Pressure @ Heel = O psf OK Allowable 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 3,382 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 13.8 psi OK Footing Shear@ Heel = 8.5 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = less 75 % Friction Force -- 1,863.1 lbs 1,400.0 lbs 1,449.4 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Toi:: ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 1,500.0 lbs 6.00 ft 0.00 in 4.00 ft Line Load 0.0 ft 0.300 I Stem Construction • ----=2'-'-nd'--__ B....:.o..:..;tt_o_m ____________ _ • Stem OK Stem OK Design Height Above Ft~ ft= 4.00 0.00 Wall Material Above "Ht" = Masonry Masonry Design Method ASD ASD Thickness = 8.00 12.00 Rebar Size # 5 # 7 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data fb/FB + fa/Fa Total Force @Section 0.218 Service Level lbs = 443.1 Strength Level lbs = Moment....Actual Service Level ft-#= 592.9 Strength Level ft-#= Moment. .... Allowable ft-#= 2,708.3 Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' psi= psi= psi= in2 = in= 4.8 44.7 91.50 5.25 0.511 1,446.1 4,249.4 8,303.8 10.4 45.8 139.50 9.00 Masonry Data -------------------------- fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= psf= in= 1,500 32,000 Yes 21.48 78.0 1.000 7.60 1,500 32,000 Yes 21.48 124.0 1.000 11.60 = Medium Weight = ASD Concrete Data ------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 5 Dsgnr: RDS Description .... Upper Wall Section 5 This Wall in File: h:\bobldell390backup\documents\retainpro 1 O project files\18-045 church.rpx Page: 2 Date: 7 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To-: ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 0. 75 ft 4.00 4.75 16.00 in 12.00 in 14.00 in 1.50 ft 60,000 psi 150.00 pcf 0.0018 i Footing Design Results i Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = Toe Reinforcing Toe 3,382 10,790 1,772 751 Heel 0 psf 2,770 ft-# 7,560 ft-# 4,790 ft-# 13.82 8.49 psi 75.00 75.00 psi #7@16.00in Heel Reinforcing = #7@16.00in Key Reinforcing None Spec'd Footing Torsion, Tu Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@27.43 in, #9@ 34 Heel: #4@6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@27.43 in, #9@ 34 Key: ph iMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in 1.64 in2 0.35 in2 !ft: If two layers of horizontal bars: #4@ 13.89 in #5@ 21.53 in #6@30.56 in Summa of Overturn in & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 1,393.8 3.11 4,336.2 469.3 4.51 2,114.8 1,863.1 O.T.M. 6,451 .0 Vertical Loads used for Soil Pressure = 2.30 5,521 .6 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = • Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight . .... RESISTING ..... Force Distance Moment lbs ft ft-# 3,000.0 383.0 847.0 166.7 950.0 175.0 3.25 3.25 3.25 0.38 1.18 1.58 2.38 2.00 9,750.0 9,750.0 1,244.7 1,000.3 263.9 2,256.3 350.0 Vert. Component _= ____ _ Total = 5,521.6 lbs R.M.= 14,865.1 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: 18-045 church .Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title Secti9n 5 Dsgnr: RDS Description .... Upper Wall Section 5 This Wall in File: h:lbob\dell390backupldocumentslretainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.120 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: 3 Date: 7 JAN 2020 Code: CBC 2019,ACI 318-14,TMS 402-16 s· w/#5@ 16" Solid Grout 12• w/ #7@ 16" Solid Grout s·~----- #7@16.in @Toe #7@16" @Heel 1'-• r-o· 4'--0" 4'-9" 4'-6" 8'-6" 8'-o· 4'-0" " 3• 1'-2" 2'-3" Adj Ftg Load =1500# 1 Ecc.=0" from CL 1863# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 5 + Seismic Dsgnr: RDS Description .... Upper Wall Section 5 + Seismic This Wall in File: h:\bob\dell390backup\documentslretainpro 10 project files\18-045 church.rpx Date: RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06051201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS / 7 c.r1111it_e.ria---------•· I Soil Data i Retained Height 8.00 ft 0.50 ft 0.00 6.00 in Allow Soil Bearing 4,000.0 psf Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 0.0 ft Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure = 350.0 psf/ft = 125.00 pcf 0.00 pcf = 0.350 12.00 in 71 s.u.r.c.ha•r•g~e•L•o.ad_s ____ ~_.I I Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf I I Adjacent Footing Load Adjacent Footing Load Footing Width Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem • Axial Dead Load = 0.0 lbs Axial Live Load 0.0 lbs Axial Load Eccentricity = 0.0 in I Earth Pressure Seismic Load • Method : Inverted Triangular Lateral Load = ... Height to Tor: ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind(W) (Service Level) 0.0 psf Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Load at top of Inverted Triangular Distribution . . . . . . = (Strength) Total Strength-Level Seismic Load ..... 196.000 psf Total Service-Level Seismic Load .. I Desig n Summary • ......1 s_t_e_m_c_o_n_s_t.ru.c.t.io_n ___ • _-=:.:.=..__ 2nd Bottom Stem OK Stem OK Wall Stability Ratios Overturning = 1.63 OK Slidin~. 1.26 Ratio < 1.5! e>~ Sas~,c Le>A-otNC, )l11 Total Bearing Load 5,114 lbs ... resultantecc. = 16.18 in Soil Pressure @ Toe 3,320 psf OK Soil Pressure @ Heel O psf OK Allowable = 4,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 4,649 psf ACI Factored @ Heel O psf Footing Shear@ Toe = 18.7 psi OK Footing Shear@ Heel = 18.4 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = less 100% Passive Force = - less 75 % Friction Force -- Added Force Req'd = ... for 1.5 Stability = 2,034.0 lbs 1,229.9 lbs 1,342.3 lbs 0.0 lbs OK 478.9 lbs NG Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Design Height Above Ft!, ft= Wall Material Above "Ht" = Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual lbs= lbs= ft-#= ft-#= ft-#= Service Level psi= Strength Level psi = Shear. .... Allowable psi= Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data fm psi= Fs psi= Solid Grouting Modular Ratio 'n' = Wall Weight psf = Short Term Factor Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = 4.00 0.00 Masonry Masonry ASD ASD 8.00 12.00 # 5 # 7 16.00 16.00 Edge Edge 0.622 0.868 872.0 1,920.0 1,685.3 7,210.7 2,708.3 8,303.8 9.5 13.8 44.7 45.8 91.50 139.50 5.25 9.00 1,500 1,500 32,000 32,000 Yes Yes 21.48 21.48 78.0 124.0 1.000 1.000 7.60 11.60 Medium Weight ASD 0.0 lbs 6.00 ft 0.00 in 4.00 ft Line Load 0.0 ft 0.300 914.667 lbs 640.267 lbs • Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Concrete Data ------------------------- fc psi= Fy psi= Project Name/Number: 18-045 church Title Section 5 + Seismic ® Page: 2 Use menu item Settings > Printing & Title Block to set these five lines of information Dsgnr: RDS Date: 7 JAN 2020 for your program. Description.... '2/ Upper Wall Section 5 + Seismic ~ / I~ This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To: ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness 0.75 ft 4.00 4.75 16.00 in Key Width = 12.00 in Key Depth 12.00 in Key Distance from Toe 1.50 ft re = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in i Footing Design Results i Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = Toe Heel 4,649 o psf 14,415 592ft-# 1,772 7,560 ft-# 1,054 6,968 ft-# 18. 71 18.43 psi 75.00 75.00 psi #7@ 16.00 in Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu = # 7@ 16.00 in None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Heel: #4@ 6.94 in, #5@ 10.76 in, #6@ 15.27 in, #7@ 20.83 in, #8@ 27.43 in, #9@ 34 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 1.64 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.35 in2 1ft If two layers of horizontal bars: #4@ 13.89 in #4@ 6.94 in #5@ 10.76 in #6@ 15.28 in #5@21.53 in #6@30.56 in Summa of Overturn in & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 1,393.8 3.11 4,336.2 640.3 6.22 3,983.9 2,034.0 O.T.M. = 8,320.1 Vertical Loads used for Soil Pressure = 1.63 5,113.7 lbs If seismic is included, the OTM and sliding ratios may be 1.1 per section 1807.2.3 of IBC. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 3,000.0 847.0 166.7 950.0 150.0 3.25 3.25 0.38 1.18 1.58 2.38 2.00 9,750.0 9,750.0 1,000.3 263.9 2,256.3 300.0 Total= 5,113.7 lbs R.M .= 13,570.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 5 + Seismic Dsgnr: RDS Description .... Upper Wall Section 5 + Seismic This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Date: Q Page: 3 ~ 7 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To: ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.165 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. 6" 8" w/#5@ 16" Solid Grout 12" w/ #7@ 16" Solid Grout ---- #7@16.in @Toe #7@16" @Heel Pp• 1229.86# L] P7 1394# 640# I Hydrostatic Force I Lateral earth pressure due to the soil BELOW water table I Seismic lateral earth pressure Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/16/2020 Wall: Section/-Lower /), 1T Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 6.5 ft March 19, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard Ill 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [lb/ft2] [lb/ft3] Description Reinforced 32 n/a 125.00 Retained 32 0.00 125.00 Foundation 32 150.00 125.00 Leveling Pad 40 n/a n/a Section Details Section Height 17.67 Back Slope 0.00° LL Surcharge Design Height 16.90 ft Crest Offset 8.00 ft LL Offset Embedment 2.00 ft Wall Batter 0.00° Toe Slope Minimum Factors of Safety Reinforced External Value Internal 1.50 FSsl Internal Sliding 2.00 FSpo Pullout 250 10.50 ft 0.00° FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FSto Tensile Overstress Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value 1.10 1.50 1.10 · 1.50 Internal FSsl Internal Sliding FSpo Pullout FSto Tensile Overstress DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.10 FSsc 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1.45 RFd 1.15 RFid 1.05 Cds 0.70 a 0.70 Connection/Shear Properties acs1 1,258.00 lb/ft IP-1 acs max 3,152.62 lb/ft au Analysis Results 1 , 950. 00 lb/ft 1 , 500. 00 lb/ft * Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 9.47 3.61 2.32 12.80 2.00 FS 8.10 2.62 1.82 5.63 1.64 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity acs2 Au 2,953.11 lb/ft 32.00 lb/ft 2905.82 lb/ft2 1.66 ft 3397.41 lb/ft2 2.29 ft NOTE: TliESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WllliOUT REVIEW BY A QUALIFIED ENGINEER tKJ Powered by KeyWal/PRO Page2 Wall: Section 5 -Lowe® 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,022.00 lb/ft 3,984.00 lb/ft Printed 3/19/2020 Version: 1.40.12.1050 ------------------------------------·------------------------------ Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static Layer Elevation Rein 11 15.33 3XT 10 13.33 3XT 9 11.33 3XT 8 9.33 3XT 7 7.33 3XT 6 6.00 3XT 5 5.33 3XT 4 4.00 3XT 3' 2.67 3XT 2 1.33 3XT 1 0.67 3XT Internal Seismic Layer Elevation Rein 11 15.33 3XT 10 13.33 3XT 9 11.33 3XT 8 9.33 3XT 7 7.33 3XT 6 6.00 3XT 5 5.33 3XT 4 4.00 3XT 3 2.67 3XT 2 1.33 3XT 0.67 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 127 1,999 15.80 343 2.71 12.00 274 1,999 7.30 1,213 4.43 12.00 428 1,999 4.67 2,568 6.00 12.00 581 1,999 3.44 4,407 7.58 12.00 602 1,999 3.32 6,732 11.19 12.00 421 1,999 4.75 8,551 20.33 12.00 527 1,999 3.79 9,542 18.09 12.00 763 1,999 2.62 11,684 15.31 12.00 831 1,999 2.40 14,042 16.89 12.00 668 1,999 2.99 16,616 24.86 12.00 707 1,999 2.83 17,983 25.45 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 222 2,899 13.03 343 1.54 12.00 423 2,899 6.85 1,213 2.87 12.00 630 2,899 4.60 2,568 4.08 12.00 837 2,899 3.46 4,407 5.27 12.00 910 2,899 3.18 6,732 7.40 12.00 756 2,899 3.83 8,551 11.31 12.00 812 2,899 3.57 9,542 11.75 12.00 1,058 2,899 2.74 11,684 11.05 12.00 1,162 2,899 2.50 14,042 12.09 12.00 1,060 2,899 2.74 16,616 15.68 12.00 1,116 2,899 2.60 17,983 16.12 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ~ Powered by KeyWal/PRO Page3 Conn. Resist. 1,503 1,816 2,129 2,442 2,755 2,954 2,966 2,989 3,012 3,035 3,047 Conn. Resist. 1,503 1,816 2,129 2,442 2,755 2,954 2,966 2,989 3,012 3,035 3,047 --------··------·--- Wall: Secti~twer Conn. ® FS 11.88 6.63 4.98 4.20 4.58 7.02 5.62 3.92 3.62 4.54 4.31 Conn. FS 6.76 4.29 3.38 2.92 3.03 3.91 3.65 2.83 2.59 2.86 2.73 Printed 3/19/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 6.5 ft 23 20 17 14 11 9 8 6 4 2 Length Area [ft] [ft2] Reinforcement 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWa/lPRO Page 21 /J-./l t Wall: Secti~Lower Printed 1/16/2020 Version: 1.40.12.1050 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ' : : : JOB----------'C,_H\i-=..vt<:-ti=-------=-.., ____________ _ SHEET NQ. ___ '.?2 ____ S~· -,-----QF _____ _ CALCULATED BY--~_)~---DATE _____ _ CHECKED BY-------DATE _____ _ SCALE I I ~ ..... ! __ ,--_,,__,...__,_ . ...... ! ....... l.~····l l ; ~•.i i i ', I ' ' ' '-'-' --'----' $; ~J :JJ~,[ 'O~,~~ s~ ...................................... ;' .............. ; ...... ; .... , .. .... i : ~. ~-............. , .... --,---;--;-------; i 1 '3Xv, 11.d .......... : ---~---..----. 4g!J. ... ~M,:-· L : , , ·, 81 44-I·-+--! ......... ; ...................... ; ................... ,,.,.f.i'\,{ ..... ; .............. , .............. , .......... L..a: .. cc ...... + ........... , ............ , ............. , ............. ;. P1IOOOCI 204-1 (Neils/ Inc., G<olon. Mm. 01471. Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/7/2020 Wall: Section/-Upper {\ Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 9.67 ft January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Soil Zone [degrees] Reinforced 32 Retained 32 Foundation 32 Leveling Pad 40 Section Details Section Height 11 .00 Design Height 10.46 ft Embedment 1.50 ft Minimum Factors of Safety Reinforced External Cohesion Unit Weight [lb/ft2] [I b/ft'] n/a 125.00 0.00 125.00 150.00 125.00 n/a n/a Back Slope 0.00° Crest Offset 0.00 ft Wall Batter 0.00° Value Internal 1.50 FSsl 2.00 FSpo Description LL Surcharge LL Offset Toe Slope Internal Sliding Pullout 250 1.00 ft 0.00° FSsl FSbc FSct Base Sliding Bearing Capacity Crest Toppling 1.50 FSto Tensile Overstress FSot Overturning Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value Internal 1.10 FSsl Internal Sliding 1.50 FSpo Pullout 1.10 FSto Tensile Overstress 1.50 DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.10 FSsc 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1.45 RFd 1.15 RFid 1.05 Cds o.70 a o.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 acs max 1,991.07 lb/ft au Analysis Results 1,800.00 lb/ft 1,550.00 lb/ft • Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 15.66 6.82 3.08 8.53 2.77 FS 17.39 5.73 2.70 4.38 2.73 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity acs2 Au 1,834.86 lb/ft 17.40 lb/ft 1749.99 lb/ft2 0.81 ft 1575.08 lb/ft2 0.96 ft NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 6 Wall: Section' ttper 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 ------------ Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static Layer Elevation Rein 5 8.67 3XT 4 6.67 3XT 3 4.67 3XT 2 2.67 3XT 0.67 3XT Internal Seismic Layer Elevation Rein 5 8.67 3XT 4 6.67 3XT 3 4.67 3XT 2 2.67 3XT 0.67 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 11.00 288 1,999 6.95 921 3.20 11.00 445 1,999 4.49 2,408 5.41 11.00 599 1,999 3.34 4,380 7.32 11.00 752 1,999 2.66 6,836 9.09 11.00 744 1,999 2.69 9,778 13.14 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 11.00 358 2,899 8.09 921 2.57 11.00 549 2,899 5.28 2,408 4.38 11.00 752 2,899 3.85 4,380 5.82 11.00 955 2,899 3.04 6,836 7.16 11.00 1,022 2,899 2.84 9,778 9.57 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER El Powered by KeyWal/PRO Page 7 Conn. Resist. 1,355 1,472 1,589 1,706 1,823 Conn. Resist. 1,355 1,472 1,589 1,706 1,823 Wall: SectJ) Upper Conn. ® FS 4.71 3.31 2.65 2.27 2.45 Conn. FS 3.78 2.68 2.11 1.79 1.78 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 9.67 ft 13 10 7 4 Length Area [ft] [ft2] Reinforcement 11 .00 36.09 3XT -Miragrid 3XT 11.00 36.09 3XT -Miragrid 3XT 11.00 36.09 3XT -Miragrid 3XT 11.00 36.09 3XT -Miragrid 3XT 11.00 36.09 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 23 Wall: Sectionjf-Upper ~111® Printed 1/16/2020 Version: 1.40.12.1050 1----------------- i Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/16/2020 Wall: Section/ Lower ~\ Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 7.00 ft January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2·.00 inch Soil Parameters Phi Angle Cohesion Unit Weight Soil Zone [degrees] [lb/ft2] [lb/ft'] Description Reinforced 32 n/a 125.00 Retained 32 0.00 125.00 Foundation 32 150.00 125.00 Leveling Pad 40 n/a n/a Section Details Section Height 17.00 Back Slope 0.00° LL Surcharge Design Height 16.42 ft Crest Offset 0.00 ft LL Offset Embedment 2.00 ft Wall Batter 0.00° Toe Slope Minimum Factors of Safety Reinforced External Value Internal 1.50 FSsl Internal Sliding 2.00 FSpo Pullout 250 8.50 ft 0.00° FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FSto Tensile Overstress Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value 1.10 1.50 1.10 1.50 Internal FSsl Internal Sliding FSpo Pullout FSto Tensile Overstress DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.10 FSsc 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1.45 RFd 1.15 RFid 1.05 Cds 0.70 a 0.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 acs max 1,991.07 lb/ft au Analysis Results 1,800.00 lb/ft 1,550.00 lb/ft * Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 9.84 3.80 2.38 9.13 1.92 FS 8.72 2.78 1.88 4.57 1.62 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity acs2 AU 1,834.86 lb/ft 17.40 lb/ft 2828.14 lb/ft2 1.58 ft 3190.95 lb/ft2 2.16 ft NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 8 w,11, Seciioo 6 -,,.@ 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 ------. ·--------------------------------·---------------------·- Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static Layer Elevation Rein 10 14.67 3XT 9 12.67 3XT 8 10.67 3XT 7 8.67 3XT 6 6.67 3XT 5 5.33 3XT 4 4.00 3XT 3 2.67 3XT 2 1.33 3XT 0.67 3XT Internal Seismic Layer Elevation Rein 10 14.67 3XT 9 12.67 3XT 8 10.67 3XT 7 8.67 3XT 6 6.67 3XT 5 5.33 3XT 4 4.00 3XT 3 2.67 3XT 2 1.33 3XT 1 0.67 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 146 1,999 13.73 454 3.12 12.00 288 1,999 6.93 1,428 4.95 12.00 442 1,999 4.52 2,886 6.53 12.00 600 1,999 3.33 4,829 8.05 12.00 742 1,999 2.70 7,257 9.79 12.00 670 1,999 2.98 9,146 13.65 12.00 738 1,999 2.71 11,249 15.23 12.00 807 1,999 2.48 13,568 16.82 12.00 650 1,999 3.08 16,103 24.78 12.00 688 1,999 2.90 17,451 25.36 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 262 2,899 11.06 454 1.73 12.00 459 2,899 6.31 1,428 3.11 12.00 667 2,899 4.34 2,886 4.32 12.00 876 2,899 3.31 4,829 5.52 12.00 948 2,899 3.06 7,257 7.65 12.00 939 2,899 3.09 9,146 9.74 12.00 1,043 2,899 2.78 11,249 10.78 12.00 1,148 2,899 2.53 13,568 11.82 12.00 1,053 2,899 2.75 16,103 15.29 12.00 1,110 2,899 2.61 17,451 15.73 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER iJ Powered by KeyWal/PRO Page9 Conn. Resist. 1,353 1,470 1,586 1,703 1,820 1,849 1,865 1,882 1,899 1,907 Conn. Resist. 1,353 1,470 1,586 1,703 1,820 1,849 1,865 1,882 1,899 1,907 Walt Sectioa 6 -Lowe, ® Conn. FS 9.29 5.10 3.59 2.84 2.45 2.76 2.53 2.33 2.92 2.77 Conn. FS 5.16 3.20 2.38 1.95 1.92 1.97 1.79 1.64 1.80 1.72 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 7.00 ft 22 19 16 13 10 8 6 4 2 1 Length Area [ft] [ft2] Reinforcement 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT 12.00 39.37 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ~ Powered by KeyWa/lPRO Page 25 Wall Seciioo 6 ~ Low,® Printed 1/16/2020 Version: 1.40.12.1050 =~ SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 l--'---'---i---------+---4·,---+---+- 'f) ....... ~~······IG.d--'-l ______ .,.,, -v\ 5,z...-1----4----.__;.~--1.__;..;.....,....;.... OF------ CALCULATED BY ______ DATE _____ _ CHECKED BY~~-----DATE ____ _ Y1)' ~ SCALE _: ........ i ; ·t, ., ............... , .............. , ... . .. , ........... , .............. , ............. . ~ · ·t~·d i V Lar • : ... =¢ ~. ~-4--+--·· ...• ··:! ... (.·····-..... i-< )k°'.i .... ·. ·.:' ·.··.! _i··:: ............ ·········· ~ ........ /4/. 4t~ ·· JJr itvfo'---->---+ -----+-~~~---;.----···;;··i······-····•·············______,__.+----;-------; ......... . g' ~i:=::i::::=:t±~=====t==~:::~:::~==;=..--i············•·!•·········-+···········~-············!············+····-····f "bo PROOOCT204-l /Nfifs/loc., -. Mm. 01471. Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/13/2020 Wall: Section/-Upper Uf f611-w~ 9ftf Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 7.67 ft January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Soil Zone [degrees] Reinforced 32 Retained 32 Foundation 32 Leveling Pad 40 Section Details Section Height 9.00 Design Height 8.46 ft Embedment 1.00 ft Minimum Factors of Safety Reinforced External Cohesion Unit Weight [lb/ft2] [lb/ft'] n/a 125.00 0.00 125.00 150.00 125.00 n/a n/a Back Slope 0.00° Crest Offset 0.00 ft Wall Batter 0.00° Value Internal 1.50 FSsl 2.00 FSpo Description LL Surcharge LL Offset Toe Slope Internal Sliding Pullout 250 1.00 ft 0.00° FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FSto Tensile Overstress Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value 1.10 1.50 1.10 1.50 Internal FSsl Internal Sliding FSpo Pullout . FSto Tensile Overstress DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.10 FSsc 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1 .45 RFd 1.15 RFid 1.05 Cds 0.70 0 0.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 1,800.00 lb/ft 1,550.00 lb/ft acs2 AU 1,834.86 lb/ft 17.40 lb/ft acs max 1,991.07 lb/ft au Analysis Results • Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 17.44 7.93 3.24 8.53 3.18 FS 20.24 7.17 3.02 4.34 3.43 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity 1417.31 lb/ft2 0.63 ft 1221.57 lb/ft2 0.70 ft NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ~ Powered by KeyWal/PRO Page 10 Wall: Section)"-Upper 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.1 0 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 -------------------------------------------------------------------------------------------- Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static Layer Elevation Rein 4 6.67 3XT 3 4.67 3XT 2 2.67 3XT 0.67 3XT Internal Seismic Layer Elevation Rein 4 6.67 3XT 3 4.67 3XT 2 2.67 3XT 1 0.67 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 288 1,999 6.95 1,334 4.64 10.00 445 1,999 4.49 2,453 5.51 10.00 599 1,999 3.34 4,448 7.43 10.00 616 1,999 3.24 6,929 11.24 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 418 2,899 6.93 1,334 3.19 10.00 525 2,899 5.53 2,453 4.68 10.00 722 2,899 4.01 4,448 6.16 10.00 809 2,899 3.58 6,929 8.57 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 11 Conn. Resist. 1,355 1,472 1,589 1,706 Conn. Resist. 1,355 1,472 1,589 1,706 i'" ® Wall: Sectio~ Uppe Conn. FS 4.71 3.31 2.65 2.77 Conn. FS 3.24 2.81 2.20 2.11 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 7.67 ft 10 7 4 1 Length Area [ft] [ft2] Reinforcement 12.00 39.37 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, ANO LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 27 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/13/2020 Wall: Section/i-Lower Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 7.67 ft January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Soil Zone [degrees] Reinforced 32 Retained 32 Foundation 32 Leveling Pad 40 Section Details Section Height 14.33 Design Height 13.83 ft Embedment 1.50 ft Minimum Factors of Safety Reinforced External Cohesion Unit Weight [lb/ft2] [lb/ft'] n/a 125.00 0.00 125.00 150.00 125.00 n/a n/a Back Slope 0.00° Crest Offset 0.00 ft Wall Batter 0.00° Value Internal 1.50 FSsl 2.00 FSpo Description LL Surcharge LL Offset Toe Slope Internal Sliding Pullout 250 4.50 ft 0.00° FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FSto Tensile Overstress Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value 1.10 1.50 1.10 1.50 Internal FSsl Internal Sliding FSpo Pullout FSto Tensile Overstress DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.1 0 FSsc 1.1 0 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tult 3,500.00 lb/ft RFcr 1.45 RFd 1.15 RFid 1.05 Cds 0.70 a 0.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 1,800.00 lb/ft 1,550.00 lb/ft acs2 AU 1,834.86 lb/ft 17.40 lb/ft acs max 1,991 .07 lb/ft au Analysis Results • Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 9.16 3.54 2.27 8.03 1.94 FS 8.50 2.70 1.85 4.17 1.73 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity 2534.62 lb/ft2 1.41 ft 2731 . 93 I b/ft2 1.85 ft NOTE: THESE CALCULATIONS, QUANTITIES, ANO LA YOU TS ARE FOR PRELIMINARY DESIGN ONLY ANO SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 12 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 ---------.,. -------·-· ---------- Project: 18-045-Church Residence [Rev. 1) Adams St Carlsbad, CA Internal Static Layer Elevation Rein 7 12.00 3XT 6 10.00 3XT 5 8.00 3XT 4 6.00 3XT 3 4.00 3XT 2 2.00 3XT 0.67 3XT Internal Seismic Layer Elevation Rein 7 12.00 3XT 6 10.00 3XT 5 8.00 3XT 4 6.00 3XT 3 4.00 3XT 2 2.00 3XT 1 0.67 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 154 1,999 13.00 770 5.01 10.00 299 1,999 6.69 1,238 4.14 10.00 601 1,999 3.32 2,592 4.31 10.00 755 1,999 2.65 4,430 5.87 10.00 909 1,999 2.20 6,754 7.43 10.00 875 1,999 2.29 9,562 10.93 10.00 777 1,999 2.57 11,703 15.07 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 12.00 408 2,899 7.10 770 1.89 10.00 490 2,899 5.92 1,238 2.53 10.00 717 2,899 4.04 2,592 3.62 10.00 944 2,899 3.07 4,430 4.69 10.00 1,171 2,899 2.48 6,754 5.77 10.00 1,235 2,899 2.35 9,562 7.74 10.00 1,212 2,899 2.39 11,703 9.66 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER IJ Powered by KeyWa/lPRO Page 13 Conn. Resist. 1,357 1,474 1,591 1,708 1,825 1,858 1,875 Conn. Resist. 1,357 1,474 1,591 1,708 1,825 1,85~ 1,875 ---------- Wall: Section 7 -Lower@ Conn. FS 8.82 4.93 2.65 2.26 2.01 2.12 2.41 Conn. FS 3.32 3.01 2.22 1.81 1.56 1.50 1.55 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1) Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 7.67 ft 18 15 12 9 6 3 Length Area [ft] [ft2) Reinforcement 12.00 39.37 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT 10.00 32.81 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LA YOU TS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ~ Powered by KeyWa/lPRO Page 29 cJ Q Wall: Section 7 -Lowe~ Printed 1/16/2020 Version: 1.40.12.1050 SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ········t······ i i ! 1······~··: ' . . ........ , ............ ; ............ , + T~ I i PROOO:I 204-1 /Ne,is/ Inc., G<olon. Mm. 01471. ft, • ";J .. ? GlhJ(l.C4,-{ JOB----------""'------------ SHEET NQ. ___ 7--"'---':Q...,__ ____ QF ______ _ CALCULATED BY _______ DATE _____ _ CHECKED BY--------DATE------ SCALE . . . . . tit 1 .............. , .............. , ............. ,. ............. , .. _ _,____, ............... ,-----;...--···~ 4/ ' jq; I . !"'.·/' ~. ··.--· ! / ~.:· .. • Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/13/2020 Wall: Section }V-Upper I LI~ l,':,Df"l<S tfif~ Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Report Date Designer Design Standard Design 5 ft wall January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Soil Zone [degrees] Reinforced 32 Retained 32 Foundation 32 Leveling Pad 40 Section Details Section Height 5.67 Design Height 5.23 ft Embed men! 1.00 ft Minimum Factors of Safety Reinforced External Cohesion Unit Weight [lb/ft2] [lb/ft3] n/a 125.00 0.00 125.00 150.00 125.00 n/a n/a Back Slope 0.00° Crest Offset 0.00 ft Wall Batter 0.00° Value Internal 1.50 FSsl 2.00 FSpo Description LL Surcharge LL Offset Toe Slope Internal Sliding Pullout 250 DL Surcharge 1.00 ft DL Offset 0.00° Toe Offset Value Facing 1.50 FScs 1.50 FSsc FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FS!o Tensile Overstress 1.50 Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value Internal 1.10 FSsl 1.50 FSpo 1.10 FS!o 1.50 Value Facing Internal Sliding 1.10 FScs Pullout 1.10 FSsc Tensile Overstress 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1.45 RFd 1 .15 RFid 1.05 Cds 0.70 a 0.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 acs max 1,991.07 lb/ft au Analysis Results 1,800.00 lb/ft 1,550.00 lb/ft * Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 21.45 8.08 3.06 7.21 4.98 FS 27.20 9.10 3.44 3.92 7.62 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity acs2 Au 1,834.86 lb/ft 17.40 lb/ft 923.18 lb/ft2 0.43 ft 728.15 lb/ft2 0.38 ft NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 14 Wall: Section7 Upper 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 ----------. --------------------------------------------- Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static Layer Elevation Rein 2 3.33 3XT 1.33 3XT Internal Seismic Layer Elevation Rein 2 3.33 3XT 1 1.33 3XT Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 8.00 307 1,999 6.52 965 3.14 7.00 543 1,999 3.68 2,029 3.73 Tensile Tensile Pullout Pullout Length Load Resist. FS Resist. FS 8.00 414 2,899 7.01 965 2.33 7.00 623 2,899 4.65 2,029 3.26 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER tKl Powered by KeyWa/lPRO Page 15 Conn. Resist. 1,361 1,478 Conn. Resist. 1,361 1,478 ---___________ , --------- Wall: Section 8 -Upper Conn. @) FS 4.44 2.72 Conn. FS 3.29 2.37 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 5 ft wall 5 2 Length [ft] 8.00 7.00 Area [ft2) 26.25 22.97 Reinforcement 3XT -Miragrid 3XT 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 31 Wall: SectiOIJ 8 -Upper Printed 1/16/2020 Version: 1.40.12.1050 ·-----------·------·-----------------------·---· -- Project: 18-045 -Church Residence Site: Adams St Carlsbad, CA Date: 1/16/2020 Wall: Section~ Lower Project: 18-045 -Church Residence [Rev. 1] Ad ams St Carlsbad, CA Section Report Date Designer Design Standard Design 3 ft wall January 16, 2020 RDS Rankine Theory Analysis Static and Seismic U.S./lmperial Unit of Measure Selected Facing Unit Product Line: Keystone Pinned Systems Name: Standard 18 Seismic As 0.22 Default Deflection of 2.00 inch Soil Parameters Phi Angle Soil Zone [degrees] Reinforced 32 Retained 32 Foundation 32 Leveling Pad 40 Section Details Section Height 8.33 Design Height 7.80 ft Embedment 1.60 ft Minimum Factors of Safety Reinforced External Cohesion Unit Weight [lb/ft2) [lb/ft'] n/a 125.00 0.00 125.00 150.00 125.00 n/a n/a Back Slope 0.00° Crest Offset 0.00 ft Wall Batter 0.00° Value Internal 1.50 FSsl 2.00 FSpo Description LL Surcharge LL Offset Toe Slope Internal Sliding Pullout 250 5.00 ft 0.00° FSsl FSbc FSct FSot Base Sliding Bearing Capacity Crest Toppling Overturning 1.50 FSto Tensile Overstress Seismic Reinforced External FSsl FSbc FSct FSot Reinforcements Base Sliding Bearing Capacity Crest Toppling Overturning 2.00 Value 1.10 1.50 1.10 1.50 Internal FSsl Internal Sliding FSpo Pullout FSto Tensile Overstress DL Surcharge DL Offset Toe Offset Value Facing 1.50 FScs 1.50 FSsc 1.50 Value Facing 1.10 FScs 1.10 FSsc 1.10 3XT -Miragrid 3XT Supplier: TenCate Mirafi -Miragrid XT, Fill Type: Clays and Silts Tull 3,500.00 lb/ft RFcr 1 .45 RFd 1.15 RFid 1.05 Cds 0.70 a 0.70 Connection/Shear Properties acs1 1,250.00 lb/ft IP-1 1,800.00 lb/ft 1,550.00 lb/ft acs2 Au 1,834.86 lb/ft 17.40 lb/ft acs max 1,991.07 lb/ft au Analysis Results * Embedment is included in Bearing Capacity External Static Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding External Seismic Bearing Capacity Overturning Base Sliding Crest Toppling Internal Sliding FS 12.96 3.33 2.09 8.44 3.03 FS 12.43 3.04 1.97 4.35 3.76 Bearing Pressure Max Eccentricity Bearing Pressure Max Eccentricity 1380.33 lb/ft2 0.90 ft 1438.23 lb/ft2 0.99 ft NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER ~ Powered by KeyWal/PRO Page 16 Wall: Section 8 -Lower 0 0.00 ft 0.00 ft Value Connection Strength 1.50 Facing Shear 1.50 Value Connection Strength 1.10 Facing Shear 1.10 LTDS IP-2 Vu(max) 1,999.00 lb/ft 4,034.00 lb/ft 4,709.00 lb/ft Printed 1/16/2020 Version: 1.40.12.1050 --------------·"----------------------------------------------"----------. ------- Project: 18-045-Church Residence [Rev. 1] Adams St Carlsbad, CA Internal Static • Tensile Tensile Pullout Pullout Layer Elevation Rein Length Load Resist. FS Resist. FS 3 6.00 3XT 8.00 151 1,999 13.28 625 4.15 2 4.00 3XT 7.00 292 1,999 6.85 1,364 4.67 1 2.00 3XT 6.00 941 1,999 2.12 2,151 2.29 Internal Seismic Tensile Tensile Pullout Pullout Layer Elevation Rein Length Load Resist. FS Resist. FS 3 6.00 3XT 8.00 457 2,899 6.34 625 1.37 2 4.00 3XT 7.00 609 2,899 4.76 1,364 2.24 2.00 3XT 6.00 1,053 2,899 2.75 2,151 2.04 NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER iKl Powered by KeyWal/PRO Page 17 Conn. Resist. 1,355 1,472 1,589 Conn. Resist. 1,355 1,472 1,589 ----------- I Wall: Sectiol).,8 -Lower Conn. FS 9.00 5.04 1.69 Conn. FS 2.97 2.42 1.51 Printed 1/16/2020 Version: 1.40.12.1050 Project: 18-045 -Church Residence [Rev. 1] Adams St Carlsbad, CA Section Geometry Reinforcement Details Section Course 3 ft wall 9 6 3 Length Area [ft] [ft2] Reinforcement 8.00 26.25 3XT -Miragrid 3XT 7.00 22.97 3XT -Miragrid 3XT 6.00 19.69 3XT -Miragrid 3XT NOTE: THESE CALCULATIONS, QUANTITIES, AND LAYOUTS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Powered by KeyWal/PRO Page 33 Wall: Section 8 -Lower Printed 1/16/2020 Version: 1.40.12.1050 ·----------------- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 't -~--1---1-4--~--+---l-+-- JOB---Qrh)...:::....:...-'--:--'-~--=-~---------- SHEET NQ ____ ,o...,-: l!.f'f-;-11-----OF------- CALCULATED BY-------DATE _____ _ CHECKEDBV ________ DATE------ SCALE t---+--+---+--+----+----+----+--.i_,~_; --+-~--+-~--1·,~lr-· -+--+---+--+--+--i-t---+---t----+---l--+--+--+---1---1 PIIOOOCl'204-J /Ni!fBs/ Inc.. GnlCDn, Mm. 0147L 9 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti~n 9 /\_ { Dsgnr: RDS · 1" Description.... ~ \ Section 9 West Prop Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx t.pz p._, Page: 1 Date: 8 JAN 2020 RetamPro (c) 1987-2019, Build 11 .20.03.31 License : Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 l,c.r.it.er.ia---------•· I Soil Data i Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 5.50 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingJJSoil Friction Soil height to ignore for passive pressure 350. 0 psf/ft 125.00 pct 0.00 pct 0.350 12.00 in ,I s.u.r.ch.a.r.g 1111 e•L•o-ad_s ______ _.l I Lateral Load Applied to Stem Surcharge Over Heel 250.0 psf • I Adjacent Footing Load Adjacent Footing Load Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.20 OK 1.70 OK 3,005 lbs 6.99 in Soil Pressure@Toe 1,776 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,487 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 14.2 psi OK Footing Shear@ Heel = 12.2 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = 1,092.0 lbs 1,069.4 lbs 788.8 lbs less 100% Passive Force = - less 75 % Friction Force -- Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load = ... Height to Toi: ... Height to Bottom = 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ft~ Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. 0.0 psf • Bottom Stem OK ft= 0.00 = Masonry ASD = 8.00 # 6 = 16.00 = Edge = 0.607 lbs= 836.0 lbs= ft-#= 1,855.3 ft-#= = 3,052.5 psi= 9.1 psi= psi= 45.1 in2= 91 .50 in= 5.25 psi= 1,500 psi= 32,000 Yes 21.48 psf = 78.0 = 1.000 in= 7.60 Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ASD Masonry Block Type Medium Weight Masonry Design Method ASD Concrete Data fc psi= Fy psi= • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 9 Dsgnr: RDS Description .... Section 9 West Prop Line This Wall in File: h:\bob\dell390backup\documents\retainpro 1 O project files\18-045 church.rpx ® Page: 2 Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density 0.75 ft 2.67 3.42 12.00 in 10.00 in 14.00 in 1.50 ft 75,000 psi 150.00 pcf 0.0018 i Footing Design Results i Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear = Toe Heel 2,487 0 psf 7,773 932 ft-# 1,243 3,288 ft-# 544 2,357 ft-# 14.20 12.22 psi 75.00 75.00 psi #6@ 16.00 in #6@ 16.00 in Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu = None Spec'd Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.89 in2 0.26 in2 tft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturn in & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 676.0 2.17 1,464.7 416.0 3.25 1,352.0 1,092.0 O.T.M. = 2,816.7 Vertical Loads used for Soil Pressure = 2.20 3,005.0 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,377.3 500.8 468.0 513.0 145.8 2.42 2.42 2.42 0.38 1.08 1.71 1.92 3,330.8 3,330.8 1,211.2 507.0 877.2 279.5 Total= 3,005.0 lbs R.M.= 6,205.7 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: 18-045 church Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Secti9n 9 Dsgnr: RDS Description .. Section 9 West Prop Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Tilt Cantilevered Retaining Wall Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.087 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: 3 Date: 8 JAN 2020 Code: CBC 2019,ACI 318-14,TMS 402-16 a· wt #6@ 16• Solid Grout 6"------ #6@16.in @Toe 9· 6'-0" 5'-6" 3· 1'-• 10· '"' 1069.44#LJ 'iii Q. 0) <'! co t--t-- 250.00psr rn 1092# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 ~~___.___.__,________.·4 : ! JOB----.,~~btt/~(l,?l-i_..,_'...._· ---------'- SHEET NO.--_.G_-r;_:,-____ Of _____ _ CALCULATED 9y _______ DATE _____ _ CHECKEDSY _______ DATE------ SCALE ~#-* ··-··-·· -· -l-/f-'-t---+--'ii">-n-==j ~J~·-=n1l'iJ.-+---+---+--+--+--+---f-f--+-+-+--f i i ~ i )2.L~ -•:7 /Jll' : h ~,.\l-. '-"···Hij'.._+-i -t----,f---+---1---+---+---+-f----+---+--+---t I : I PROIIUCT204-i /Ness/ Inc..-• Mass. 0147L ID Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 1 O g:~~~;pt~~~. ~, , \ Section 10 West Prop Line / This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 1 Date: 8 JAN 2020 RetamPro (c) 1987-2019, Build 11.20.03.31 License : Kw-osos1201 Cantilevered Retai ning Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 I c.r.it.er.ia---------•· I Soil Data i Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure = 350. O psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 0.00 pcf Footingj jSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in 71 s.u.r.c.ha.r 111111 g 1111 e•L•o•ad.s _____ _.l I Lateral Load Applied to Stem • I Adjacent Footing Load I Surcharge Over Heel = 250.0 psf Lateral Load Used To Resist Sliding & Overturning ... Height to Toi: = Surcharge Over Toe 0.0 ... Height to Bottom Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind(W) (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = = = = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Design Summary • Stem Construction • __________________ _ Bottom Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.28 OK 1.68 OK 1,825 lbs 4.80 in Soil Pressure @ Toe 1,243 psf OK Soil Pressure @ Heel = 84 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,740 psf ACI Factored @ Heel = 118 psf Fooling Shear@Toe = 10.8 psi OK Footing Shear@ Heel = 8.3 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force= - less 75 % Friction Force 696.8 lbs 694.6 lbs 479.0 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Fti; 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 Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs psi= psi= psi= in2 = in= psi= psi= Solid Grouting = Modular Ratio 'n' Wall Weight psf = Short Term Factor = Equiv. Solid Thick. in= Masonry Block Type = Masonry Design Method = 0.00 Masonry ASD ASD 8.00 # 5 16.00 Edge 0.315 512.0 853.3 2,708.3 5.6 44.7 91 .50 5.25 1,500 32,000 Yes 21.48 78 .0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- fc psi = Fy psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 1 O Dsgnr: RDS (')l Description .... c ~ \ Section 10 West Prop Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 2 Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To: ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-1 6 I Footing Data Mi Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0. 75 ft 2.00 2.75 10.75in 10.00in 10.00 in 1.50 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As% Cover@Top 2.00 @ Btm.= 3.00 in i Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Toe 1,740 5,376 1,152 352 i Heel 118 psf 338 ft-# 1,290 ft-# 953 ft-# Actual 1-Way Shear = 10.84 8.26 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 40.00 psi = # 5@ 16.00 in None Spec'd = None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 10.33 in, #5@ 16.02 in , #6@ 22.73 in, #7@ 31.00 in, #8@ 40.82 in, #9@ 5 Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.64 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.23 in2 tft If two layers of horizontal bars: #4@20.67 in #4@ 10.34 in #5@ 16.02 in #6@ 22.74 in #5@32.04 in #6@45.48 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 383.5 1.63 625.9 313.3 2.45 767.0 696.8 O.T.M. 1,392.9 Vertical Loads used for Soil Pressure = 2.28 1,824.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 666.7 333.3 351 .0 369.5 104.2 2.08 2.08 2.08 0.38 1.08 1.38 1.92 1,388.9 1,388.9 694.4 380.3 508.1 199.7 Vert. Component _= ____ _ Total= 1,824.7 lbs R.M.= 3,171.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 10 o/i Dsgnr: RDS Description.... l I · Section 10 West Prop Line Page : 3 Date: 8 JAN 2020 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.057 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. 6" B"w/#5@ 16" Solid Grout #5@16.in @Toe 4'-0" .... U) a. 0) ~ (') ~ 250.00psf ill 697# ■ Hydrostatic Force 'ti ~ ■ Lateral earth pressure due to the soil BELOW water table (') ro 1-------------·-------------------·----·---·~- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB---:-=f!A.A.J'-----'-'=-'=fc_:=....;G;:;_t ....... l...._ ______ ~ SHEETN0.--11 ...... ,_-_·,_. -----OF------- CALCULATED BY-------DATE------ CHECKEDBY--------DATE------ SCALE 1------1------l----l---i---l---1---+--+---+-+---+--t'----1---+---+-t'--1---4--+---+--l--+---+--+-+---+---+--+---+--I--I l--+----l---!--+----+---+---'--+---1---+---+-t----1---+----+. --~~ ·-···+--+--+---l--l---i----l----l--l--+---+---l--l--+--- 1-+---+--+---+--+----+--!--+---+--l--+--,-f---+---A~~/,: .. --!-. --+---4--1-1--+---+--+--+--+---f--+--+---+--+--I i,.Y l--l---1----!--+---+----+---+-t-----+---+---+-······-·······l---+---;-----t--1--:..~•-=---~i,o,---::;.t-_-:..~;...-:...-..;.t----'l-~-+---i---+--I 1-----J.--..1---1~---+-----1----+--'---+--1-----1-----+--1---+---+-----J---!----,-l-'--+--+---+---+---1~1.l .J :~----....._..__~___. i~- '---··-..__J___j._.,___-+----J.-----1--1----+-----l----1-+---J-----J-.--I--..J----I----J-.--1-+--l--+-l---+--l--+-!--+--+--+--I PRODUCl204-l//\/ess/lnc., GrolDn, Mass. 01471' l l Project Name/Number : 18-045 church Use menu item Settings > Printing & Title Block to set these five lines of information Title Sectipn 11 Dsgnr: RDS Description .... Section 11 & 12 for your program. This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS l..,c.r.ite.r.ia ________ _.i I Soil Data j Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure = 350. 0 psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe O 00 pcf Footingj[Soil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in Page : 1 Date: 16 NOV 2020 Code: CBC 2019,ACI 318-14,TMS 402-16 ..,I Sl!llu•r-ch•a•r•g~e•L•o•ad•s----~--• I Lateral Load Applied to Stem I I Adjacent Footing Load • Surcharge Over Heel = 0.0 psf Lateral Load 0.0 #/ft Used To Resist Sliding & Overturning ... Height to To~ = 0.00 ft Surcharge Over Toe 0.0 ... Height to Bottom 0.00 ft Used for Sliding & Overturning ~-------------~ Load Type Wind (W) J7 A•x•i•a•I •Lo_a•d•A•p•p•li•e•d•t•o•S•t•e•m--.. f (Service Level) 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 = 3.88 OK Sliding = 3.12 OK Total Bearing Load = 1,719 lbs ... resultant ecc. 3.09 in Soil Pressure @ Toe 976 psf OK Soil Pressure@ Heel = 274 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1,366 psf ACI Factored @ Heel = 383 psf Footing Shear@ Toe = 3.4 psi OK Footing Shear@ Heel = 1.3 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = Added Force Req'd .... for 1.5 Stability 400.0 lbs 646.5 lbs 601.5 lbs 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction • Bottom Stem OK Design Height Above Ftt ft= 0.00 Wall Material Above "Ht" = Masonry Design Method ASD Thickness = 8.00 Rebar Size # 5 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.126 Total Force @ Section Service Level lbs= 256.0 Strength Level lbs= Moment.. .. Actual Service Level ft-#= 341.3 Strength Level ft-#= Moment. .... Allowable = 2,708.3 Shear ..... Actual Service Level psi= 2.8 Strength Level psi= Shear ..... Allowable psi = 44.7 Anet (Masonry) in2= 91.50 Rebar Depth 'd' in= 5.25 Masonry Data fm psi= 1,500 Fs psi= 32,000 Solid Grouting Yes Modular Ratio 'n' 21.48 Wall Weight psf= 78.0 Short Term Factor = 1.000 Equiv. Solid Thick. in= 7.60 Adjacent Footing Load Footing Width = Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = ASD Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Masonry Block Type Medium Weight Masonry Design Method ASD Concrete Data fc psi= Fy psi= 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 11 Dsgnr: RDS Description .... Section 11 & 12 This Wall in File: h:\bob\dell390backup\documents\retainpro 1 O project files\18-045 church.rpx Page: 2 Date: 16 NOV 2020 ~ RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness 0.34 ft 2.41 2.75 12.00 in Key Width 10.00 in Key Depth 8.00 in Key Distance from Toe 1.34 ft fc = 2,500 psi Fy = 75,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in i Footing Design Results Factored Pressure = Mu': Upward Mu' : Downward Mu: Design Toe 1,366 920 350 47 i Heel 383 psf 898 ft-# 1,412 ft-# 514 ft-# Actual 1-Way Shear 3.42 1.30 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 75.00 psi = # 5@ 16.00 in # 6@ 16.00 in None Spec'd Footing Allow. Torsion , phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in , #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.71 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 !ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@20.37 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 400.0 1.67 666.7 400.0 O.T.M. = 666.7 Vertical Loads used for Soil Pressure = 3.88 1,718.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table 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-# 871 .7 351.0 412.5 83.3 1.88 1.88 0.17 0.67 1.38 1.76 1,637.3 1,637.3 236.3 567.2 146.4 Total= 1,718.5 lbs R.M.= 2,587.2 • Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: 18-045 church Page, 3 ® Date: 16 NOV 2020 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title Secti9n 11 Dsgnr: RDS Description .... Section 11 & 12 This Wall in File: h:lbobld°ell390backup\documentslretainpro 1 O project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.044 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. Code: CBC 2019,ACI 318-14,TMS 402-16 6" s· w/#5@ 16" Solid Grout #6@16" @Heel 4'-6" 'ti a. 0) Ii) r--- 0) .... U) a. ~ (') r---N 400# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202, CARDIFF BY THE SEA, CALIFORNIA 92007 JOB--,-1.a-·. -~-. ____.C__,_fihJ-f'-=,'-'--f2..'-~_,__._{-( ___ ~ SHEET NO·---'---=F=t--fe-+----.---'---OF------- / CALCULATED BY-~-----DATE _____ _ CHECKED av ________ DATE------ SCALE ..J 1 ---------: -----t--,··-·+----+----+---+---f-+---+----1 l----i---1-~---f-+---+-----!-~ l--+-1----+--' 1 , __ ,,,,_-t-1.l· ~r' PROOUCT204-l /NEfiis/ Inc., Grol!ln, Mass. 01471. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 13 Dsgnr: RDS Description .... Section 13 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 1 ~ Date: 16 JAN 2020 RetamPro (c) 1987-2019, Build 11 .20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 I..., c.r.it.e.ria---------•· I Soil Data i Retained Height Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Wall height above soil = Slope Behind Wall 5.75 ft 0.50 ft 0.00 6.00 in Active Heel Pressure 32.0 psf/ft Height of Soil over Toe Water height over heel = 0.0 ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore 350. 0 psf/ft 125.00 pcf 0.00 pcf = 0.350 for passive pressure 12.00 in I, s.u.r.ch.a.r111g•e•L•o•ad.s _____ _.l J Lateral Load Applied to Stem Surcharge Over Heel 0.0 psf Lateral Load 0.0 #/ft Used To Resist Sliding & Overturning ... Height to Toi: = 0.00 ft Surcharge Over Toe = 0.0 ... Height to Bottom 0.00 ft Used for Sliding & Overturning ,------------------, Load Type Wind (W) ..,I Ax_i_a_1 _Lo_a_d_A_p_p.1i_e_d_t_o_s_t_e_m ____ • (Service Level) Axial Dead Load Axial Live Load = Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Wind on Exposed Stem = 0.0 psf (Service Level) • I Adjacent Footing Load • Adjacent Fooling Load = 0.0 lbs Footing Width 0.00 ft Eccentricity 0.00 in Wall to Fig CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil 0.0 ft at Back of Wall Poisson's Ratio 0.300 I Design Summary • I Stem Construction • -----------------Bottom Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.18 OK 1.58 OK 2,176 lbs 6.62 in Soil Pressure@ Toe = 1,751 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 2,452 psf ACI Factored @ Heel O psf Footing Shear@ Toe = 8.9 psi OK Footing Shear@ Heel 7.7 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 75 % Friction Force -- 693.4 lbs 525.0 lbs 571 .2 lbs Added Force Req'd ... .for 1.5 Stability = 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft1, ft= Wall Material Above "Ht" Design Method = Thickness Rebar Size = Rebar Spacing Rebar Placed at 0.00 Masonry ASD ASD 8.00 # 5 16.00 4.75 i 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 Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' psi= psi= psi= in2 = in= 0.706 529.0 1,013.9 1,435.4 5.8 32.4 91.50 4.75 Masonry Data -------------------------- fm psi= 750 Fs psi= 32,000 Solid Grouting = Yes Modular Ratio 'n' 42.96 Wall Weight psf = 78.0 Short Term Factor 1.000 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ------------------------- fc psi= Fy psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 13 Dsgnr: RDS Description.... ..,~ / Section 13 i f "'l,, This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Date: Page : 2 fr/ 16 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-O6057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data i Toe Width = 0.34 ft Heel Width 2.42 Total Footing Width 2.76 Footing Thickness = 10.00in Key Width = 10.00 in Key Depth 8.00 in Key Distance from Toe 1.34 ft fc = 2,500 psi Fy = 75,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu': Downward Mu: Design Toe 2,452 1,623 309 110 i Heel 0 psf 531 ft-# 1,852 ft-# 1,321 ft-# Actual 1-Way Shear 8.87 7.75 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 75.00 psi #5@16.00in #5@16.00in = None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5 Heel: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.88 in, #9@ 5 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.60 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.22 in2 tft If two layers of horizontal bars: #4@22.22 in #4@ 11.1 1 in #5@ 17.22 in #6@24.44 in #5@ 34.44 in #6@48.89 in Summa of Overturn in & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 693.4 2.19 1,521.7 693.4 O.T.M. 1,521.7 Vertical Loads used for Soil Pressure = 2.18 2,176.0 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 = Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,260.2 487.5 345.0 83.3 1.88 1.88 0.17 0.67 1.38 1.76 2,373.4 2,373.4 328.3 476.1 146.4 Total= 2,176.0 lbs R.M.= 3,324.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Section 13 Dsgnr: RDS Description.... '?,,JI....,_ Section 13 -/ j Y This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 3 Date: 16 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06os1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.110 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. 6" a· w/#5@ 16" Solid Grout _,___ ____ _ #5@16" @Heel 6'-3" 5'-9" r-4· 10· r 2'-5" 2'-9" Pp= 525 00# LJ ...... VI 0. N 'Sl: ,.... I[) t-- 693# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table ··---·------------------------- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 CALCULATED BY-------DATE _____ _ CHECKED ey ________ DATE------ SCALE ~-~j /l'--.z,J., -iJ:: ---U\j t ___ -#tZJ={"'""~,rc;j--f---li T,,.~~1-' --~-'•?' i c.-~-; tfi ~, @-!4(~--H·-----+---l--+----!-----l---+---+--+-+---+----11 " ~_;i w ' y f '" ,._;'l;_ i Of'fsl--+---l---1--+--+--+---+---+-+--+--+---+----1---1 l----+---+-------'---l--~:::..;._~1---+--I---I-/ i I-1"'.!?"( ..-' _,_+-_,__-+-l---+---+---l'--+---+----+-t---t---+---lf---11 l---+----+---1~-+--+---+-+---+-----1-:,.,.,<~ t e-,U.4-----:------"J.'-~-=---+---11--+-'--+--+-+---+--+-1--+--+----l-+--+--+-f-'--I 1--l---1--+-! __ -~-+--,,•"---1---.,........, .... _"'"' \.tf. i -~l-~-l--l--+--l--+----+-+--+--+--l---l-+---+---+---+---1-+--I --------~------B ~ 2\~ e1i ~" 1 -r- 1 _ i E l---+---+-1----+---+----+-+--t~ ---/J t ~IL l ·-----1--+---+-+---+--+-+---+--+--ll--+--+----+-+--+---+-t---+---+--+---I 1 !~-I I ! . ( I 1--1----1----11----+---1-_____.._+---:!1--...... Y-1---+~-+--_,_--+-1---,--+----1-+--+---+-+---l--r····+---1----+---11---+--+----+-1 I---+----+---+-+--+-----1---+~l-=--+--+----l-+--t--r-,~-1'",--+---+--+-l---f--+-1----1--+--+-+---+--+--t--+--i t--+---+--+-----t-----;---+---'T"'F b 1 \!Wv' PR!Ku:T"IIJ4.l/Neiis/lrc., Gltlllla, Mm. 01411-It Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti~n 14 Dsgnr: RDS Description .... Section 14 This Wall in File: h:\bob\dell390backup\documents\retainpro 1 O project files\18-045 chu rch.rpx Date: ~ Page: 1 ~ 4 MAR 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-0sos1201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS I c.r.it.e.ria---------•· I Soil Data i Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 3.25 ft 0.50 ft 0.00 12.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe Footingl!Soil Friction Soil height to ignore for passive pressure 350. O psf/ft 125.00 pcf 0.00 pcf 0.350 = 12.00 in 71 s.u.r.c.ha•r•g•e•L•o•a-ds _____ _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load Adjacent Footing Load Footing Width Surcharge Over Heel 0.0 psf Used To Resist Sl iding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 2.57 OK 2.60 OK 868 lbs 3.14 in Soil Pressure @ Toe = 769 psf OK Soil Pressure @ Heel 94 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe = 1,076 psf ACI Factored@ Heel 132 psf Footing Shear@ Toe Footing Shear@ Heel 3.5 psi OK 2.1 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force = 289.0 lbs 525.0 lbs 227.7 lbs less 100% Passive Force = - less 75 % Friction Force -- Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Top = ... Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind(W) (Service Level) Wind on Exposed Stem = (Service Level) I Stem Construction Design Height Above Ft£ Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. 0.0 psf • Bottom Stem OK ft= 0.00 Masonry = ASD = 8.00 = # 4 16.00 Center 0.137 lbs= 169.0 lbs= ft-#= 183.1 ft-#= = 1,332.6 psi= 1.8 psi= psi= 44.5 in2= 91 .50 in= 3.75 psi= 1,500 psi= 32,000 = Yes 21.48 psf = 78.0 1.000 in= 7.60 Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio ASD Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data fc psi= Fy psi= 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number : 18-045 church Title Sectipn 14 Dsgnr: RDS Description.... (l J Section 14 \ \\ This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 2 Date: 4 MAR 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft 1.34 2.01 12.00 in 10.00 in 0.00 in 1.50 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf 0.0018 Footing Concrete Density Min. As% Cover@Top 2.00 @ Btm.= 3.00 in i Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Toe 1,076 2,617 1,331 107 i Heel 132 psf 54 ft-# 226 ft-# 172 ft-# Actual 1-Way Shear 3.54 2.12 psi Allow 1-Way Shear = 75.00 40.00 psi Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu #4@ 16.00 in = None Spec'd None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in , #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: phiMn = phi'5'1ambda'sqrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@20.37 in #5@28.70 in #6@40.74 in Summa of Overturn in & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 289.0 1.42 409.4 289.0 O.T.M. 409.4 = 2.57 Vertical Loads used for Soil Pressure = 867.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water !bl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight = Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 273.5 292.5 301.5 1.67 1.67 0.34 1.00 1.01 1.92 457.7 457.7 293.5 303.0 Total= 867.5 lbs R.M.= 1,054.2 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 14 Dsgnr: RDS ( Description... ~ \\ Section 14 ~ This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 3 Date: 4 MAR 2020 RetamPro (c) 1987-2019, Build 11.20.03.31 License: Kw-0sos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.040 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. a•w/#4@ 16" Solid Grout #4@16.in @Toe ·-- a· 1'-4" 2·-0· 3'-9" 3'-3" '-0" W--L 3" Pp= 525.00# <ii a. (!) ~ CD (!) t-- <ii ~ ■ Hydrostatic Force ... 0) 289# ■ Lateral earth pressure due to the soil BELOW water table ------------------- JOB-______,,,C..~brl!-=_ -'--=fZ._C~i-\J-1------------'- SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 SHEET NO.--'--' rf.t+. t--,-~-1'-;·_·. __ ·. ----OF------- CALCULATED 9y ________ DATE ______ _ CHECKED 9y _________ DATE------- SCALE -1t_l:;1--l>---l--+---!•~l-. --a1---l--l---l---l--l--l---l--+--I---I--I .__..___,__,__.......___,_ _ _,____.___... __ -,-___ -f ___ li ..., ( -,.J J--+--+--'·,,-+--+---li---1--+----lr---+---i-1--f---;-----i,, .......... ····~--+---!---t··~U---+--t-+--+--t-+--t---t-+--t---t--1 l--l---+---i-'-----+---11---i---+--+---l-+---t--t---+--fl-¢> l---+--+--1---f---+-+---l---t-+---;---+-+--+------t-········-.. -····--···-·••l---f---+-+---+---+-+---+---+-+---!---+-+--+--1 ····J.\; I"'.~ ..... r··~·~""r---+--+----1·· I' -·--,/;·! '--+--+--t-+--t---t--t--t---t-+--t---t l---l---1---1---1---l---1---+---+-+--+-~'-+--+----I ~ ---------,-----4s-~; -i--+--~~oi,= I r t:::t::::t:::~:::::;;:::;;;_:--\--t--+---l--t--+---1=..t--+---l--i--+---l ..,.__.,.__; ~;; 1F-.. ~-J---·~-, i ; ~ :=======================:=: (1t: ___ = _____ ::;_l_..1,.=_*i-_o-__ P;aaa!-------i4····t-,_:a.--_-_-t:_-::_-i:_-_-ti----:--_'-j----_-r-;----::_';---'<-r\t--l\ -:--·-.. f~,1-..... ·--:~====== r · $~ 1l .. ·_j ~~-t+' 1 . l ·\Ji\./-~__,__.......,____,__, l--+--+-l---+--+-+--+--+-+--+--+-+--+-+-+---t--~~--:)•~!Pt'Ei:•r11:~"7r.::: ........ -·-J;-J-p)·f"t(i :· l----l---1--l----l---l---1---l---1---1---l--+-+--l---l--+--t---l--+--l----l-+--+--ll---i--+--f--:::i:::,,,_, ___ ~------ l'ROOUCl21J4.1 /NEflis/ Inc., Gmbin, Mass. 01471 1~------~--~ I SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 1~ ..... v, .......... ··········J·~d1 .... ~- PRODUCT 204-1 /Nees/ Inc, Groton, Mass. 01471. C ?nJ f'l. c..r( JOB----~~~--'--'--------------' SHEET NO.---i----1-1--'-(=l· ..... --_ ---OF------- CALCULATED BY------"------DATE _____ _ CHECKEDBY--------DATE _____ _ SCALE Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 16 Dsgnr: RDS 1/ Description.... ~ t"' Section 16 South by Lagoon . c,.. This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx q~ Page: 1 ~ Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-O6057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Criteria i !Soil Data i Retained Height 5.50 ft Wall height above soil 0.50 ft Slope Behind Wall = 0.00 Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Passive Pressure = 350. O psf/ft Soil Density, Heel = 125.00 pcf Soil Density, Toe 0.00 pcf FootingllSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in 7J s.u.r.ch•a•r•g•e•L•o.ad_s _____ _.1 I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem ■ Axial Dead Load = Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 2.47 OK 2.29 OK 2,396 lbs 6.29 in Soil Pressure@ Toe 1,783 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 2,496 psf ACI Factored @ Heel = 0 psf Footing Shear@ Toe = 3.6 psi OK Footing Shear@ Heel = 3.7 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force = 676.0 lbs 918.8 lbs 629.0 lbs less 100% Passive Force = - less 75 % Friction Force -- Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Toi: = .. Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft Load Type Wind(W) (Service Level) Wind on Exposed Stem = (Service Level} I Stem Construction Design Height Above Ftt Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@ Section Service Level Strength Level Moment. ... Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. 0.0 psf • Bottom Stem OK ft= 0.00 Masonry = ASD = 8.00 # 5 = 16.00 = Edge = 0.327 lbs= 484.0 lbs= ft-#= 887.3 ft-#= = 2,708.3 psi= 5.3 psi= psi= 45.1 in2 = 91.50 in= 5.25 psi= 1,500 psi= 32,000 Yes = 21.48 psf= 78.0 1.000 in= 7.60 Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Masonry Block Type Medium Weight Masonry Design Method ASD Concrete Data fc psi= Fy psi= • 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 16 Dsgnr: RDS Description .... Section 16 South by Lagoon Th is Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 2 Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density 0.17 ft 2.67 2.84 12.00 in 10.00 in 12.00 in 1.50 ft 75,000 psi 150.00 pcf 0.0018 j Footing Design Results i Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = Toe Heel 2,496 O psf 424 982 ft-# 131 2,352 ft-# 24 1,370 ft-# 3.56 3.70 psi 75.00 75.00 psi #5@16.00in Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu = # 6@ 16.00 in None Spec'd Min. As% Cover@Top 2.00 @ Btm.= 3.00 in Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 0.74 in2 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel = Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 676.0 2.17 1,464.7 676.0 O.T.M. 1,464.7 Vertical Loads used for Soil Pressure = 2.47 2,396.3 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh! = Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,377.3 468.0 426.0 125.0 1.84 1.84 0.09 0.50 1.42 1.92 2,531.9 2,531.9 235.6 604.9 239.6 Total= 2,396.3 lbs R.M.= 3,612.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti~n 16 Dsgnr: RDS 1::;)f Description.... 1.-,, Section 16 South by Lagoon This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 3 Date: 8 JAN 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.105 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. 8"w/#5@ 16" Solid Grout 6"~----- 116@16" @Heel • 1'-6" 2· 1'-0" 2'-8" 2'-10" Pp• 918.75# ~ iii 0. '° r--: N (X) r-- 676# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table l},o' t,«N 7D hJOL 0 s vlth~~ 1).(4/1 ~'CIH'U ft:4 ew( u ~ ~Ufit H '& v.J~ <1-""'1.. Project Name/Number: 18-045 church Use menu item Settings > Printing & Title Block to set these five lines of information Title Section 18 & 20 Dsgnr: RDS. {~ Page : 1 Date: 16 NOV 2020 for your program. Description .... Section 18 & 20 East Property Lin 11/' This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx ~i~~~~:r:o~~-1:i~:;t;t Build 11·20·03·31 Canti levered Retaining Wall Code: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS --.I c.r.it.er.ia _________ .. i I Soil Data i Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 4.00 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingjjSoil Friction Soil height to ignore for passive pressure 350. 0 psf/ft 125.00 pcf 0.00 pcf 0.350 12.00 in 7J s.u.r.c.h.ar111g•e•L•o•a•d•s------• I Lateral Load Applied to Stem I I Adjacent Footing Load Adjacent Footing Load Fooling Width • Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 3.87 OK 2.75 OK 1,725 lbs 3.27 in Soil Pressure@ Toe = 996 psf OK Soil Pressure @ Heel 254 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 1,394 psf ACI Factored @ Heel 356 psf Footing Shear@ Toe 3.5 psi OK Footing Shear@ Heel 1.4 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 75 % Friction Force -- 400.0 lbs 646.5 lbs 452.8 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth,H Wind ,W Seismic, E CBC 201 0,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to To~ = ... Height to Bottom Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft 0.00 ft 0.00 ft Wind(W) (Service Level) 0.0 psf Eccentricity Wall to Fig CL Dist Fooling Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 J ~~~~n ._B_o_tt_o_m ________________ _ -Stem OK Design Height Above Ftt ft= 0.00 Wall Material Above "Ht" Masonry Design Method = ASD Thickness 8.00 Rebar Size = # 4 Rebar Spacing 16.00 Rebar Placed at 4.125 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 Shear ..... Actual Service Level psi = Strength Level psi = Shear ..... Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in = Masonry Data rm psi= Fs psi= Solid Grouting Modular Ratio 'n' Wall Weight psf = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type Masonry Design Method 0.381 256.0 341 .3 895.0 2.8 32.0 91 .50 4.13 750 20,000 Yes 42.96 78.0 1.000 7.60 Medium Weight ASD Concrete Data ------------------------- re psi= Fy psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Section 18 & 20 Dsgnr: RDS. 1J~ Description .... Section 18 & 20 East Property Line / -Z...-, This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page:~ Date: 16 NOV 2~ RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2010,ACI 318-08,ACI 530-08 I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness 0.34 ft 2.42 2.76 12.00 in Key Width = 10.00 in Key Depth 8.00 in Key Distance from Toe 1.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in i Footing Design Results i Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear = Toe Heel 1,394 356 psf 937 885 ft-# 350 1,427 ft-# 49 542 ft-# 3.50 1.45 psi 75.00 75.00 psi #4@ 16.00 in Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu = # 4@ 16.00 in None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in , #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in , #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'1ambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.72 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@20.37 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 400.0 1.67 666.7 400.0 O.T.M. = 666.7 Vertical Loads used for Soil Pressure = 3.87 1,725.0 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. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions= Footing Weigh1 Key Weight . .... RESISTING ..... Force Distance Moment lbs ft ft-# 876.7 351.0 414.0 83.3 1.88 1.88 0.17 0.67 1.38 1.42 1,651.1 1,651 .1 236.3 571.3 118.1 Vert. Component _= ____ _ Total= 1,725.0 lbs R.M.= 2,576.8 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 18 & 20 Dsgnr: RDS Description .... Section 18 & 20 East Property Line This Wall in File: h:\bob\dell390backup\documents\retainpro 1 0 project files\18-045 church.rpx Date: Page: 16 NOV 2 RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2010,ACI 318-08,ACI 530-08 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.045 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. a· w/ 114@ 16" Solid Grout s·~-------- 1/4@16" @Heel • ·-o· 4· 4'-6" 4'-0" e 1·-0· a· 10· 11· 2'-5" 2'-9" Pp• 64653#L] th Cl. I() I() er, er, ..... ff) Cl. er, '<I: st I() N 400# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table ~ " ~ I * t:- \D ~ ! ~ ~ _l ~ ~ \fl ·~ () ,;;- I tr ~ I I \ gcrc,u I) I S@{C,l( V if-1'~~ ¥- r-- / C Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n !Mr~ I \1- Dsgnr: RDS Description .... Secti on 18 & 20 East Property Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page : 1 Date: 16 NOV 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2010,ACI 318-08,ACI 530-08 ..,I c.r.it.er.ia---------•· I Soil Data j Retained Height Wall height above soil = Slope Behind Wall Height of Soil over Toe Water height over heel 3.00 ft 0.50 ft 0.00 6.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingjjSoil Friction Soil height to ignore for passive pressure 350.0 psf/ft 125.00 pcf 0.00 pcf 0.350 12.00 in I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in • I Design Summary • Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 3.43 OK 3.59 OK 1,034 lbs 2.42 in Soil Pressure @ Toe 824 psf OK Soil Pressure @ Heel = 205 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe 1, 153 psf ACI Factored @ Heel = 287 psf Footing Shear@ Toe = 2.7 psi OK Footing Shear@ Heel = 1.1 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 75 % Friction Force -- 256.0 lbs 646.5 lbs 271.4 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 201 O,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load 0.0 #/ft Adjacent Footing Load 0.0 lbs ... Height to To~ = 0.00 ft Footing Width 0.00 ft ... Height to Bottom 0.00 ft Eccentricity 0.00 in Load Type Wind(W) Wall to Ftg CL Dist 0.00 ft (Service Level) Footing Type Line Load Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall 0.0 ft (Service Level) Poisson's Ratio 0.300 I'-, .s .te_m_c_o_n_s.tr.u.c.t.io_n __ ... _B_o_tt_o_m ________________ _ , • Stem OK Design Height Above Ft~ ft= 0.00 Wall Material Above "Ht" Masonry Design Method = ASD Thickness 8.00 Rebar Size = # 5 Rebar Spacing 16.00 Rebar Placed at 4.125 Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear. .... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method = 0.127 lbs= 144.0 lbs= ft-#= 144.0 ft-#= = 1,127.8 psi= 1.6 psi= psi= in2 = in= psi= psi= psf = in= 31 .7 91 .50 4.13 750 20,000 Yes 42.96 78.0 1.000 7.60 Medium Weight = ASD Concrete Data ------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n _. <i?/ (-1.. Dsgnr: RDS Description .... Section 18 & 20 East Property Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page: 2 Date: 16 NOV 2020 RetainPro (c) 1987-2019, Build 11 .20.03.31 License : KW-06057201 Cantilevered Retaining Wall Code: CBC 2010,ACI 318-08,ACI 530-08 License To: ROBERT SOWARDS I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density 0.34 ft 1.67 2.01 12.00 in 10.00in 8.00 in 1.00 ft 60,000 psi 150.00 pcf 0.0018 Min. As% Cover@Top 2.00 @ Btm.= 3.00 in j Footing Design Results Factored Pressure = Mu': Upward Mu': Downward Mu: Design Toe 1,153 766 350 35 i Heel 287 psf 217 ft-# 422 ft-# 205 ft-# Actual 1-Way Shear = 2.67 1.11 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 75.00 psi = #4@16.00in #4@ 16.00 in = None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in , #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@20.37 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl} Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe = Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 256.0 1.33 341.3 256.0 O.T.M. = 341.3 Vertical Loads used for Soil Pressure = 3.43 1,034.1 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight = . .... RESISTING ..... Force Distance Moment lbs ft ft-# 376.3 273.0 301 .5 83.3 1.51 1.51 0.17 0.67 1.01 1.42 567.5 567.5 183.8 303.0 118.1 Vert. Component _= ____ _ Total= 1,034.1 lbs R.M.= 1,172.4 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n_.. 'ii( 11--- Dsgnr: RDS Description .... Section 18 & 20 East Property Line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx ® Page: 3 Date: 16 NOV 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2010,ACI 318-08,ACI 530-08 I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@Top of Wall (approximate only) 250.0 pci 0.040 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. a· w/ #5@ 16" Solid Grout 3'-6" r-o· s·-'---------- I 2· • • 1'-0" a· /t4@16" @Heel '-0" Pp: 646.53# LJ --fl) 0. (0 ~ C"') N ro ...... fl) ■ Hydrostatic Force 256# 0. ~ ■ Lateral earth pressure due to the soil BELOW water table II) 0 N ID i e~~ it::>e,)t.ldk v ~'r ~ ~, ll ixtJ~ ':I VI A Q -0 Ip > l < / ~ ~ ,P'A-.,7~ ~ :IF 0 _\ i ~ ~ _t --s ~ ,' ~?~·i 0 ~s.,... • • --" ...... ... ~· . . J ~t. ~(rl ( I( Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 9/12 Dsgnr: RDS Description .... Section 21 East Property line This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page,,® Date: 4 MAR 2020 RetainPro (c) 1987-2019, Build 11 .20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 1,cmraitillerllilia _________ •• 1 Soil Data i Retained Height = 4.34 ft Wall height above soil 0.50 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 32.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingjjSoil Friction Soil height to ignore for passive pressure 350. 0 psf/ft 125.00 pcf = 0.00 pcf 0.350 12.00 in 71 s.u.r•c•h•a.rg•e-Lo•a•d•s _____ _.1 I Lateral Load Applied to Stem I I Adjacent Footing Load • Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load Axial Live Load Axial Load Eccentricity I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 0.0 lbs 0.0 lbs 0.0 in 6.71 OK 3.1 5 OK 2,609 lbs 2.18 in Soil Pressure @ Toe 850 psf OK Soil Pressure @ Heel = 480 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACIFactored@Toe 1,191 psf ACI Factored @ Heel = 673 psf Footing Shear@ Toe = 3.0 psi OK Footing Shear@ Heel = 0.9 psi OK Allowable 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = - less 100% Friction Force = 456.2 lbs 525.0 lbs 913.0 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind ,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Lateral Load ... Height to Tor:: ... Height to Bottom Load Type 0.0 #/ft 0.00 ft 0.00 ft = Wind (W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Fig CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Stem Construction • _B_o_tt_o_m ______________ _ -Stem OK Design Height Above Ft£ ft= 0.00 Wall Material Above "Ht" = Masonry Design Method ASD Thickness = 8.00 Rebar Size # 5 Rebar Spacing = 16.00 Rebar Placed at = 3.5 in Design Data fb/FB + fa/Fa Total Force@ Section 0.315 Service Level lbs= 301.4 Strength Level lbs = Moment. ... Actual Service Level ft-#= 436. 0 Strength Level ft-#= Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method 1,381.5 psi= 3.3 psi= psi= in2= in= psi= psi= psf= in= 44.8 91.50 3.50 1,500 32,000 Yes 21.48 78.0 1.000 7.60 = Medium Weight = ASD Concrete Data ------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 9/12 Dsgnr: RDS Description .... Section 21 East Property line Page: 2 Date: 4 MAR 2020 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To: ROBERT SOWARDS I Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = Footing Concrete Density Min. As% 0.34 ft 3.58 3.92 12.00 in 10.00 in 6.00 in 2.00 ft 75,000 psi 150.00pcf 0.0018 Cover@Top 2.00 @ Btm.= 3.00 in i Cantilevered Retaining Wall Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Toe 1,191 815 350 39 Code: CBC 2019,ACI 318-14,TMS 402-16 i Heel 673 psf 3,399 ft-# 3,930 ft-# 531 ft-# Actual 1-Way Shear = 2.96 0.87 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 75.00 psi = #5@16.00 in #6@16.00 in = None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Key: phiMn = phi'5'Iambda'sqrt(fc)'Sm Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6@20.37 in 1.02 in2 0.26 in2 tft If two layers of horizontal bars: #4@ 18.52 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... Force Distance Moment Item lbs ft ft-# HL Act Pres (ab water !bl) 456.2 1.78 812.1 HL Act Pres (be water !bl) Hydrostatic Force Buoyant Force Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total = 456.2 O.T.M. = 812.1 Resisting/Overturning Ratio = 6.71 Vertical Loads used for Soil Pressure = 2,608.5 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh! Key Weight Vert. Component . .... RESISTING ..... Force Distance Moment lbs ft ft-# 1,580.5 377.5 588.0 62.5 2.46 2.46 0.17 0.67 1.96 2.42 3,893.3 3,893.3 254.2 1,152.5 151.0 Total= 2,608.5 lbs R.M.= 5,451.0 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Secti9n 9/12 Dsgnr: RDS Description .... Section 21 East Property line Page@ Date: 4 MAR 2020 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx RetainPro (c) 1987-2019, Build 11.20.03.31 License: KW-06057201 Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 License To : ROBERT SOWARDS Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.029 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. 6" a· w/#5@ 16" Solid Grout #6@16" @Heel • 2'-0" 10· r-r r-11· • ~- 1·-1· --1----7 ..6." J 4'-10" 4·-4· 1' Pp= 525.00# LJ '----~ iii C. '<t '<t 0 l{) ID .... V) C. (') '<t 0 ID '<t 456# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 lHt.J,e,C-t/ JOB----.--:.---'--'-------------' SHEETNO.--...a..l_t_t., _____ OF------- CALCULATED BY-------DATE _____ _ CHECKEDBV ________ DATE _____ _ SCALE EXISTING CMU WALL !-1----+--+----+-1----+--+---+-1----+--1 - -GRAD£ PER PLAN~ ' ..-,--.4"1 ~ . • V, 9 ;/ (£) GRAD£ r-/ l I/. "¼ "'/.". 'x .... 8" CMU GROUTSOLID II' V//~~~" #4@ 16" o/c (Ii? -1/. \' #4@24"o/c(H) I\~~ . ii/ SPECIAL INSPECTION 7-1 IL~'" , 4'-2" I:/_./ , v I "-I'< V ~r\ / II . V - , II ,...._ .... r , .... 1 '-0" ll ___ ,.., . I/ ~ ·~ -'' . 2 #5 CONT -r• CLR J_J 2'-0" PROIU:T21J4.1 /Ni!flis/ Int..-,. Mass. 01471. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 3/12 Dsgnr: RDS Description .... Section 3/12 This Wall in File: h:\bob\dell390backup\documentslretainpro 10 project files\18-045 church.rpx Page Date: 16 NOV RetainPro (c) 1987-2019, Build 11.20.03.31 License: Kw-osos1201 Cantilevered Retaining Wall License To : ROBERT SOWARDS Code: CBC 2019,ACI 318-14,TMS 402-16 ..,I c.r.it.er111ia---------•· jSoil Data i Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe = Water height over heel = 4.17 ft 0.50 ft 0.00 12.00 in 0.0 ft Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft = Passive Pressure 350. O psf/ft Soil Density, Heel 125.00 pcf Soil Density, Toe = 0.00 pcf Footingj jSoil Friction 0.350 Soil height to ignore for passive pressure = 12.00 in .... I s.u.r.c.h.ar1111g 1111 e•L•o•a•d•s-------• I Lateral Load Applied to Stem • I Adjacent Footing Load Surcharge Over Heel 0.0 psf Lateral Load Used To Resist Sliding & Overturning ... Height to Top Surcharge Over Toe 0.0 ... Height to Bottom Used for Sliding & Overturning I Axial Load Applied to Stem I Axial Dead Load = Axial Live Load Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Load Type Wind on Exposed Stem = (Service Level) 0.0 #/ft Adjacent Footing Load = 0.00 ft Footing Width 0.00 ft Eccentricity = Wind(W) Wall to Ftg CL Dist = (Service Level) Footing Type Base Above/Below Soil 0.0 psf at Back of Wall = Poisson's Ratio 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 • / Design Summary • I Stem Construction • _B_o_tt_o_m ________________ _ • Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 1.81 OK 1.96 OK 1,189 lbs 6.00 in Soil Pressure@ Toe = 1,570 psf OK Soil Pressure @ Heel O psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored@Toe = 2,198 psf ACI Factored@ Heel O psf Footing Shear@ Toe 5.2 psi OK Footing Shear@ Heel 5.2 psi OK Allowable = 75.0 psi Sliding Cales Lateral Sliding Force less 100% Passive Force = less 75 % Friction Force -- 427.7 lbs 525.0 lbs 312.0 lbs Added Force Req'd .... for 1.5 Stability 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Load Factors Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2019,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ft~ ft= 0.00 Wall Material Above "Ht" Masonry Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Service Level Strength Level Moment....Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method lbs= lbs= ft-#= ft-#= ASD 8.00 # 4 16.00 Center 0.290 278.2 386.7 1,332.6 psi= 3.0 psi= psi= 44.8 in2 = 91.50 in= 3.75 psi= 1,500 psi= 32,000 = Yes 21.48 psf = 78.0 = 1.000 in= 7.60 Medium Weight ASD Concrete Data ------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Title Sectipn 3/12 Dsgnr: RDS Description .... Section 3/12 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Page •® Date: 16 NOV 2020 RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 j Footing Data Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density 0.34 ft 1.67 2.01 12.00 in 10.00 in 0.00 in 1.50 ft 60,000 psi 150.00pcf 0.0018 Min. As% Cover@Top 2.00 @ Btm.= 3.00 in i Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Toe 2,198 1,410 453 80 i Heel 0 psf 32 ft-# 540 ft-# 508 ft-# Actual 1-Way Shear 5.24 5.18 psi Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Footing Torsion, Tu 75.00 40.00 psi #4@ 16.00 in None Spec'd None Spec'd Footing Allow. Torsion, phi Tu 0.00 ft-lbs 0.00 ft-lbs If torsion exceeds allowable, provide supplemental design for footing torsion. Other Acceptable Sizes & Spacings Toe: #4@ 9.25 in, #5@ 14.35 in, #6@ 20.37 in, #7@ 27.77 in, #8@ 36.57 in, #9@ 46 Heel: phiMn = phi'5'Iambda'sqrt(fc)'Sm Key: No key defined Min footing T&S reinf Area 0.52 in2 Min footing T&S reinf Area per foot If one layer of horizontal bars: 0.26 in2 1ft If two layers of horizontal bars: #4@ 18.52 in #4@ 9.26 in #5@ 14.35 in #6@20.37 in #5@28.70 in #6@40.74 in Summa of Overturnin & Resistin Forces & Moments Item HL Act Pres (ab water tbl) HL Act Pres (be water tbl) Hydrostatic Force Buoyant Force = Surcharge over Heel Surcharge Over Toe Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 427.7 1.72 737.0 427.7 O.T.M. = 737.0 = 1.81 Vertical Loads used for Soil Pressure = 1,188.7 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Soil Over HL (ab. water tbl) Soil Over HL (bel. water tbl) Watre Table Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe Stem Weight(s) = Earth @ Stem Transitions= Footing Weigh1 Key Weight = ..... RESISTING ..... Force Distance Moment lbs ft ft-# 523.0 364.3 301.5 1.51 1.51 0.17 0.67 1.01 1.92 788.8 788.8 245.3 303.0 Vert. Component _= ____ _ Total= 1,188.7 lbs R.M.= 1,337.1 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Project Name/Number: 18-045 church Dsgnr: RDS '?-,( Description.. • ,,,I 1,;z...... Section 3/12 Title Secti9n 3/12 c8 This Wall in File: h:\bob\dell390backup\documents\retainpro 10 project files\18-045 church.rpx Date: Page3~ 16NOV20~ RetainPro (c) 1987-2019, Build 11.20.03.31 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2019,ACI 318-14,TMS 402-16 Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl @ Top of Wall (approximate only) 250.0 pci 0.101 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. 8"w/#4@1li Solid Grout 4'-8" 4'-2" 1'-0"-'------1 - 1·-0· 4" 1'-8" -~ -- 2'-0" ~ ~ ~ - Pp= 525.00# 428# ■ Hydrostatic Force ■ Lateral earth pressure due to the soil BELOW water table SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB CJ.h~12-GH SHEET NO. )t~ OF • • CALCULATED BY-----;-rz~•fJ ______ DATE g;!, 3 7 20 ~ I I I ~~ttil +I•· ··I! ··+ ....... ; ............. ; ..... ....,,. f ........ ::,.._"· .. · .... .. ~'?11-: ~I€ fl;I'· .. ······ .... ,...... -;-........................... . ...... ··: .. ~6 ?e~}r 1 ~,f]~~ + ,~.! ................... , ... ~-· ~@,\loi ... . PROIIOCT 204-1 (Nfiis/ Inc. G<Ct01. Mas,_ 01471. J , 1 ·--f 0 +··· -~ -t-;········t ....... I ! l I I , . • r,,tJM-,r " .......................... , .. , .......... , .............. , ........................... · ................... , .... . . . . ~ o/4iJ · ; : . . i~'~i~ SOWARDS AND BROWN ENGINEERING 2187 Newcastle Ave., Suite 202 CARDIFF BY THE SEA, CALIFORNIA 92007 JOB l W1Jf2:GH SHEET NO. /1~ OF---,---- CALCULATED BY--L...:U?c...=,_ ___ DATE S1/ ~lw . I 1 CHECKED BY------DATE----- SCALE ! . i : .. 1fcbtf . :: ::, :~~,:,.r~~J~',, ............ K ..... :::~H::::: .. ,_ -'l""t7 :::::~',,,.:.r,.:;,,i:~',:i~:.; ! ... ·flt···~··~',.i -J---;.-......+-+- ............. 1 .............. 1......... J--.---.:l------l--1--1--+-tAU-+r-+ ""IA,,;--+-+-·--+--+--+--+--1f--.--!r-r-~ · -,, ~ l .......................................................... ,-_........., ............................. f'----+--+-.......j._-f--+----+--!----, ............ ; .... . L..-:- --··········· .............. , ............. i-----l,.,- .---f..__,__--.---l--.......+-...... ····•··...... ·····--+----+--+---+--.......--+--.. 1------+---, ·--i-+-- " ............. ·I-----i------!J~rf ~.1.. 1 ............ .l! '-~~!~' f--'--.11---+J ... ~+·:::::: ......... 1 1 ............. l ............... ; 1 .. ··.·--=-·····~+-l~-+-,~p0-+· ·,~_ .. -,+-·"',__i :-:_.-:·:·F .............. FF : .. ······················ ............... -· LLL ····+:I·: , .......................... , .............. f------1-----J ......... .............. , .............. i----J--------+-......................... .. : ... ,. ·r ..... .. !---+-4---+--·--+-----+---( ............ .... . : --+-----+----J .............. , .............. ;' ............ L ............ ; ............ , ............ 1 1----::...----;-... ~-+--+--+--+---+------I---+-............ ( .............. , .............. ;--------;---+---[=r: -•t------t---t--;-..-+-----+-.. ··j--+--+--+ ............ j ........... + .. ·· ....... +.--+----+i ........... J-,-i ~ .... ......+----!---••···· ....... L• ................. · ..... 1 PRODUCT204-I /Neas/Inc. Groton, Mass. 01471. / Title 18-04~ Church Page @ Use menu item Settings > Printing & Title Block to set these five lines of information Job # : Dsgnr: RDS Date: 11 AUG 2020 for your program. Description .... South Prop. Line Wall This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To· ROBERT SOWARDS Cantilevered Retain ing Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I I Soil Data I Retained Height = 10.83 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00ft Equivalent Fluid Pressure Method Active Heel Pressure = 30.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Passive Pressure = 350.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in 7J s.u.r.c.h.ar111g•e•L•o•a•d•s _____ _.. J Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in • Lateral Load ... Height to Top ... Height to Bottom Load Type 0.0 #!ft 0.00 ft 0.00 ft = Wind(W) (Service Level) Wind on Exposed Stem = (Service Level) 0.0 psf - D -'"' I. 1] I I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity = Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio j 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I Design Summary • '--,I s_te.m_c_o.n.s.tr.u.c.t.io.n __ ... __ 3_rd ____ 2_n_d ___ B_o_tt_o_m _______ _ • • Stem OK Stem OK Stem OK Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. 7.26 OK 3.04 OK 14,126 lbs 7.07 in Soil Pressure@ Toe 1,954 psf OK Soil Pressure@ Heel 920 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 2,735 psf ACI Factored@ Heel 1,288 psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force less 100% Passive Force less 1J}0'9o Friction Force Added Force Req'd .... for 1.5 Stability 3.5 psi OK 6.0 psi OK 75.0 psi 2,342.5 lbs 2,177.8 lbs 4;!!44. 1 -lb& 31-o ~ 0.0 lbs OK 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg ft= 6.67 4.00 0.00 Wall Material Above "Ht" Masonry Masonry Masonry Design Method ASD ASD ASD Thickness 8.00 12.00 16.00 Rebar Size # 5 # 6 # 8 Rebar Spacing 16.00 16.00 16.00 Rebar Placed at Edge Edge Edge Design Data fb/FB + fa/Fa Total Force@Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2 = in= 0.133 259.6 360.0 2,708.3 2.8 44.6 91 .50 5.25 0.224 699.7 1,593.1 7,121.2 5.0 45.2 139.50 9.00 0.379 1,759.3 6,351.2 16,775.0 9.4 46.1 187.50 13.00 Masonry Data -------------------------- rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= 1,500 32,000 1,500 32,000 = Yes Yes = 21.48 21.48 psf= 78.0 124.0 = 1.000 1.000 in = 7.60 11.60 Medium Weight ASD 1,500 32,000 Yes 21.48 164.0 1.000 15.60 Concrete Data ------------------------- re Fy psi= psi= Use menu item Settings> Printing & Title Block to set these five lines of information Title 18-04~ Church Job#: Dsgnr: RDS Page: 2 ® Date: 11 AUG 2020 for your program. Description .... South Prop. Line Wall This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.33 ft 9.50 9.83 20.00 in 12.00 in 18.00 in 4.75 fl f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in • Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design = = = ~ 2,735 148 60 88 Actual 1-Way Shear 3.55 Allow 1-Way Shear 40.00 Toe Reinforcing # 8@ 16.00 in Heel Reinforcing = # 7@ 16.00 in Key Reinforcing # 6@ 16.00 in Other Acceptable Sizes & Spacings • .t!.!m! 1,288 psf 56,326 fl-# 62,384 fl-# 6,058 ft-# 6.04 psi 40.00 psi Toe: Not req'd: Mu< phi*5*Iambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T &S reinf Area per foot If one layer of horizontal bars: #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in 4.25 in2 0.43 in2 tft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@24.44 in Summary of Overturning & Resisting Forces & Moments ..... OVERTURNING ..... . .... RESISTING ..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft fl-# Heel Active Pressure = 2,342.5 4.17 9,757.8 Soil Over Heel 9,729.0 5.75 55,909.0 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 = Soil Over Toe = 0.17 Surcharge Over Toe = 2,342.5 O.T.M. 9,757.8 Stem Weight(s) = 1,311.6 Total Earth@ Stem Transitions = 403.0 0.87 1,143.8 1.37 552.3 Footing Weight 2,457.5 4.92 12,078.6 Resisting/Overturning Ratio 7.26 Key Weight = 225.0 5.25 1,181.3 Vertical Loads used for Soil Pressure = 14,126.0 lbs Vert. Component Total= 14,126.0 lbs R.M.= 70,865.0 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 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.060 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. • 6" 8" w/#5@ 16" Solid Grout 12" w/ #6@ 16• Solid Grout 16" w/ #8@ 16" Solid Grout #6@16.in @ Center On Key #7@16" @Heel 4'-9" 9'-6" 9'-10" Pp= 2177.78# 2343# Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 18-04!? Church Job#: Dsgnr: RDS Description .... South Prop. Line Wall with Seis. This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX Page: 1® Date: 11 AUG 2020 RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Criteria I !Soil Data I , .. " Retained Height = 10.83 ft Allow Soil Bearing = 3,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure = 32.0 psf/ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in = Passive Pressure = 350.0 psf/ft '- Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingllSoil Friction = 0.350 re Soil height to ignore I. lli j for passive pressure = 12.00 in 7J s.u.r.c.h.ar1111g111e•L•o•a•d•s-----.. • I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning I 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 Earth Pressure Seismic Load I Method : Triangular Load at bottom of Triangular Distribution ...... . (Strength) I Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ... resultant ecc. • 3.98 OK 1.66 OK 14,126 lbs 13.92 in Soil Pressure@ Toe = 2,455 psf OK Soil Pressure @ Heel 419 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored@ Toe 3,436 psf ACI Factored@ Heel = 587 psf Footing Shear@ Toe Footing Shear@ Heel Allowable Sliding Cales Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd .... for 1.5 Stability 4.6 psi OK 1.6 psi OK 75.0 psi 4,278.8 lbs 2,177.8 lbs ~lbs~~~ 0.0 lbs OK 0.0 lbs OK Lateral Load ... Height to Top ... Height to Bottom Load Type Wind on Exposed Stem (Service Level) = 407.000 psf = 0.0 #/ft = 0.00 ft = 0.00 ft = Wind (W) (Service Level) 0.0 psf Adjacent Footing Load Footing W idth Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Total Strength-Level Seismic Load. Total Service-Level Seismic Load .. 3rd 2nd Bottom = = I Stem Construction • Stem OK Stem OK Stem OK Design Height Above Ftg Wall Material Above "Ht" Design Method Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force@Section Service Level Strength Level Moment.. .. Actual Service Level Strength Level Moment. .... Allowable Shear ..... Actual Service Level Strength Level Shear ..... Allowable Anet (Masonry) Rebar Depth 'd' ft= = = = = lbs= lbs= ft-#= ft-#= ft-#= psi= psi= psi= in2= in= 6.67 Masonry ASD 8.00 # 5 16.00 Edge 0.286 558.7 774.7 2,708.3 6.1 44.6 91.50 5.25 4.00 Masonry ASD 12.00 # 6 16.00 Edge 0.481 1,506.0 3,428.7 7,121 .2 10.8 45.2 139.50 9.00 0.00 Masonry ASD 16.00 # 8 16.00 Edge 0.815 3,786.6 13,669.6 16,775.0 20.2 46.1 187.50 13.00 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 2,543.072 lbs 1,780.150 lbs • 1.. ':i~~ Masonry Data -------------------------- f0 ~ l, tf ~ -rc---M1° ~€1sN.cc. > I· l Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. 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 rm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method psi= psi= psf = in= 1,500 32,000 Yes 21.48 78.0 1.000 7.60 1,500 32,000 Yes 21.48 124.0 1.000 11.60 Medium Weight ASD 1,500 32,000 Yes 21.48 164.0 1.000 15.60 Concrete Data ------------------------- fc Fy psi= psi= Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 18-04~ Church Job# : Dsgnr: RDS Description ... South Prop. Line Wall with Seis. This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX Date: Page•® 11 AUG 2020 RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.33 ft 9.50 9.83 20.00 in 12.00 in 18.00 in 4.75 ft fc = 2,500 psi Fy = 60,000 psi 150.00 pcf Footing Concrete Density Min. As% Cover@Top 2.00 = 0.0018 @ Btm.= 3.00 in Footing Design Results ~ Factored Pressure 3,436 Mu' : Upward 185 Mu' : Downward 60 Mu: Design = 125 Actual 1-Way Shear 4.58 Allow 1-Way Shear 40.00 Toe Reinforcing = # 8@ 16.00 in Heel Reinforcing = # 7@ 16.00 in Key Reinforcing = # 6@ 16.00 in Other Acceptable Sizes & Spacings • ~ 587 psf 45,895 ft-# 62,384 ft-# 16,490 ft-# 1.60 psi 75.00 psi Toe: Not req'd: Mu< phi*5*Iambda*sqrt(fc)*Sm Heel: #4@ 5.56 in, #5@ 8.61 in, #6@ 12.22 in, #7@ 16.67 in, #8@ 21.94 in, #9@ 27. Key: #4@ 9.26 in, #5@ 14.35 in, #6@ 18 in , #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in 4.25 in2 0.43 in2 1ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@ 24.44 in Summa of Overturnin & Resistin Forces & Moments Item Heel Active Pressure Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load Load @ Stem Above Soil Seismic Earth Load Total Resisting/Overturning Ratio ..... OVERTURNING ..... Force Distance Moment lbs ft ft-# 2,498.7 4.17 10,408.3 1,780.2 4.17 7,415.3 4,278.8 O.T.M. 17,823.6 Vertical Loads used for Soil Pressure = 3.98 14,126.0 lbs . .... RESISTING ..... Force Distance lbs ft Soil Over Heel = 9,729.0 5.75 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe 0.17 Surcharge Over Toe Stem Weight(s) 1,311.6 0.87 Earth @ Stem Transitions = 403.0 1.37 Footing Weight = 2,457.5 4.92 Key Weight = 225.0 5.25 Vert. Component Total= 14,126.0 lbs R.M.= Moment ft-# 55,909.0 1,143.8 552.3 12,078.6 1,181.3 70,865.0 If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. I Tilt I Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Defl@ Top of Wall (approximate only) 250.0 pci 0.075 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. 6" a• wl #5@16" Solid Grout 12• w/ #6@ 16" Solid Grout 16"w/#8@ 16" Solid Grout #6@16.in @ Center On Key #7@16" @Heel • 4'-2" z.a· 10·-10· 4'-0" I 2" 1'-8" 11-6• 4'-9" 1·-0· 4'-1" 9'-6" 9'-1 0" Ppa 2177780 L] 2499# 1780# .... ., ~r---------------=== .... a. a (!) "Ji ~ ., a. I{) "': 0) ~ ■ Seismic lateral earth pressure Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Title 18-04~ Church Job#: Dsgnr: RDS Description .... South Prop. Line Wall Bldg Stem This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX Date: Page1~) 11AUG2~ RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 ~ I Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.83 ft 0.00 ft 0.00 36.00 in 0.0 ft I Soil Data • Allow Soil Bearing 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure 30.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 350.0 psf/ft 110.00 pcf = 0.00 pcf 0.350 12.00 in I Surcharge Loads • I Lateral Load Applied to Stem I I Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning I Axial Load Applied to Stem Lateral Load 0.0 #/ft Adjacent Fooling Load ... Height to Top 0.00 ft Footing Width ... Height to Bottom 0.00 ft Eccentricity Load Type = Wind(W) Wall to Fig CL Dist • (Service Level) Footing Type Base Above/Below Soil Axial Dead Load = 0.0 lbs Wind on Exposed Stem 0.0 psf at Back of Wall Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in (Service Level) Poisson's Ratio I Design Summary • I Stem Construction • Bottom Stem OK Wall Stability Ratios Design Height Above Ftg ft= 0.00 Overturning = 5.84 OK Wall Material Above "Ht" Masonry Sliding = 4.05 OK Design Method ASD ASD ASD Thickness 16.00 Total Bearing Load = 8,624 lbs Rebar Size # 8 ... resultant ecc. = 6.74 in Rebar Spacing 16.00 Rebar Placed at = Edge Soil Pressure@ Toe 577 psf OK Design Data Soil Pressure@ Heel 1,178 psf OK fb/FB + fa/Fa = 0.379 Allowable 2,000 psf Total Force@Section Soil Pressure Less Than Allowable AC! Factored@ Toe 807 psf Service Level lbs= 1,759.3 ACI Factored@ Heel 1,649 psf Strength Level lbs = Footing Shear@ Toe 4.5 psi OK Moment.. .. Actual Service Level ft-#= 6,351.2 Footing Shear@ Heel = 3.7 psi OK Strength Level ft-#= Allowable 75.0 psi Moment. .... Allowable = 16,775.0 Sliding Cales Lateral Sliding Force 2,342.5 lbs Shear ..... Actual less ~ Passive Force --6,479.9 lbs Service Level psi= 9.4 less 1/o Friction Force = -~5 lbs '2~'-f Strength Level psi= Added Force Req'd = 0.0 lbs OK Shear ..... Allowable psi= 46.4 .... for 1.5 Stability = 0.0 lbs OK Anet (Masonry) in2= 187.50 Rebar Depth 'd' in= 13.00 2 814t Masonry Data f<; ·. ?•1 fm psi= 1,500 Fs psi= 32,000 Solid Grouting = Yes Vertical component of active lateral soil pressure IS NOT Modular Ratio 'n' = 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf= 164.0 Load Factors Short Term Factor = 1.000 Building Code CBC 2016,ACI Equiv. Solid Thick. in= 15.60 Dead Load 1.200 Masonry Block Type Medium Weight Live Load 1.600 Masonry Design Method ASD Earth,H 1.600 Concrete Data Wind,W 1.000 fc psi= Seismic, E 1.000 Fy psi= I 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 18-041? Church Job # : Dsgnr: RDS Description .... South Prop. Line Wall Bldg Stem This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX Date: Page: 2~J 11AUG20~ RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To : ROBERT SOWARDS Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Dimensions & Strengths • Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 5.00 ft 4.83 9.83 20.00 in 12.00 in 18.00 in 4.75 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As% = 0.0018 Cover@ Top 2.00 @ Btm.= 3.00 in Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ~ 807 11,875 = 9,860 2,015 = 4.48 = 40.00 = # 8@ 16.00 in = #7@ 16.00 in = #6@ 16.00 in Other Acceptable Sizes & Spacings • ~ 1,649 psf 9,997 ft-# 12,589 ft-# 2,592 ft-# 3.72 psi 40.00 psi Toe: Not req'd: Mu< phi*5*Iambda*sqrt(f'c)*Sm Heel: Not req'd: Mu < phi*5*Iambda*sqrt(f'c)*Sm Key: #4@ 9.26 in, #5@ 14.35 in , #6@ 18 in, #7@ 18 in, #8@ 18 Min footing T&S reinf Area Min fooling T&S reinf Area per foot If one layer of horizontal bars: #4@ 5.56 in #5@ 8.61 in #6@ 12.22 in 4.25 in2 0.43 in2 1ft If two layers of horizontal bars: #4@ 11.11 in #5@ 17.22 in #6@24.44 in Summa of Overturnin & Resistin Forces & Moments ..... OVERTURNING ..... .. ... RESISTING ..... Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Total Resisting/Overturning Ratio Force Distance Moment lbs ft ft-# 2,342.5 4.17 9,757.8 2,342.5 O.T.M. 9,757.8 Vertical Loads used for Soil Pressure = = 5.84 8,624.2 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 Force Distance lbs ft 4,165.6 8.08 1,776.1 2,457.5 225.0 2.50 5.67 4.92 5.25 Moment ft-# 33,664.8 10,064.7 12,078.6 1,181.3 Total= 8,624.2 lbs R.M.= 56,989.4 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 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus Horizontal Def!@ Top of Wall (approximate only) 250.0 pci 0.044 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. 16" w/ #8@ 16" Solid Grout #8@16.in @Toe #6@16.in @ Center On Key #7@16" @Heel 4'-1" 9•.10· Pp= 6479.86# 2343# Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 18-04$ Church Job # : Dsgnr: RDS Description .... South Prop Restrained Bldg Wall This Wall in File: c:lusers\bobldocuments\stucturallretaining walls\18-045 church.pdf.RPX Date: Page:~ 12AUG2~ RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW--06057201 License To: ROBERT SOWARDS ~6-12-M . Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 l7C■r■it■e■ri■a------------•· I Soil Data • Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe I Surcharge Loads 10.83 ft 0.00ft 10.83 ft 10.83 ft 0.00 48.00 in Surcharge Over Heel 0.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning I Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = 1,060.0 lbs 1,000.0 lbs 0.0 in • • Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method At-rest Heel Pressure = Passive Pressure Soil Density FootingllSoil Friction Soil height to ignore for passive pressure 60.0 psf/ft 350.0 psf/ft 110.00 pcf 0.350 12.00 in Thumbnail I Uniform Lateral Load Applied to Stem I I Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Lateral Load = ... Height to Top = ... Height to Bottom = Load Type = Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft Wind(W) (~trength Level) 0.0 psf Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio I Earth Pressure Seismic Load I Kh Soil Density Multiplier = ~~~~~~~_11!1_11!1~~~~~------------------~rll-0.200 g 0.000 g Added seismic per unit area ~I .s.te■m-W■e■ig■h■t■S■e■is■m-ic■L■o■a■d-------· FP / WP Weight Multiplier I Design Summary Total Bearing Load ... resultant ecc. 12,884 lbs 5.46 in Soil Pressure@ Toe = 1,311 psf OK Soil Pressure@ Heel 1,311 psf OK Allowable 2,000 psf II Masonry Stem Construction Thickness 16.00 in fm = Wall Weight = 164.0 psf Fs Stem is FREE to rotate at top of footing Block Type = Medium Weight Design Method = ASD Added seismic per unit area 1,500 psi 32,000 psi Short Term Factor Equiv. Solid Thick. n Ratio (Es/Em) 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf • I 1.000 15.600 in 21.481 Soil Pressure Less Than Allowable Solid Grouted @ Top Support M max Between Top & Base @Base of Wall ACI Factored @Toe 1,165 psf ACI Factored @ Heel 2,062 psf Footing Shear@ Toe Footing Shear@ Heel Allowable 14.3 psi OK 2.9 psi OK 75.0 psi 1,171.8 lbs 3,512.1 lbs 3.79 OK Reaction at Top Reaction at Bottom Sliding Stability Ratio Sliding Cales Lateral Sliding Force 3,512.1 lbs i) less 100% Passive Force= -8,813.2 lbs 1-5/o less.A-Olfolo Friction Force = -~bs 1?~ I Added Force Req'd = 0.0 lbs OK F ... .for 1.5 St~bility = 0.0 lbs OK ? ~ ?•'-1 t 0 k--z. \'2-l'1S Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing pressures. Load Factors ------------- Building Code Dead Load Live Load Earth, H Wind,W Seismic, E CBC 2016,ACI 1.200 1.600 1.600 1.000 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Moment. ... Actual Moment. .... Allowable Shear Force@ this height Anet Shear ..... Actual Shear ..... Allowable Stem OK 10.83 ft # 5 16.00 in Edge 13.00in 0.000 0.0 ft-# 7,460.8 ft-# 1,172.9 lbs 187.50 in2 6.26 psi 77.71 psi Other Acceptable Sizes & Spacings: Stem OK 4.61 ft # 6 16.00 in Edge 13.00 in 0.468 4,889.2 ft-# 10,450.7 ft-# Stem OK 0.00 ft # 8 16.00 in Edge 13.00 in 0.000 0.0ft-# 16,775.0 ft-# 2,345.8 lbs 187.50 in2 12.51 psi 77.71 ps i Toe: # 8@ 16.00 in -or- Heel:# 7@ 16.00 in -or- Key: #4@ 9.51 in, #5@ 14. -or- Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm Not req'd: Mu < phi*5*Iambda*sqrt(fc)*Sm #4@ 9.51 in, #5@ 14.60 in, #6@ 20.6 Use menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 18-04!? Church Job# : Dsgnr: RDS Description .... South Prop Restrained Bldg Wall This Wall in File: c:\users\bob\documents\stuctural\retaining walls\18-045 church.pdf.RPX Date: Page: 2 ~ 12AUG202V RetainPro (c) 1987-2017, Build 11.17.07.27 License : KW-06057201 License To: ROBERT SOWARDS Restrained Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 I Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe f'c = 2,500 psi Fy = Footing Concrete Density 5.00 ft 4.83 9.83 20.00 in 12.00 in 18.00 in 4.75 ft • I Footing Design Results I 7------■----.. k-----~ Factored Pressure Mu': Upward Mu' : Downward Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = 1,165 18,877 11,776 7,101 14.27 75.00 2,062 psf 14,940 ft-# 12,685 ft-# -2,254 ft-# 2.88 psi 75.00 psi Min footing T&S reinf Area 4.25 in2 Min. As% 60,000 psi 150.00 pcf 0.0018 Min footing T&S reinf Area per foot 0.43 in2 1ft Cover@ Top = 2.00 in @ Btm.= 3.00 in If one layer of horizontal bars: If two layers of horizontal bars: #4@ 5.56 in #4@ 11.11 in #5@ 8.61 in #5@ 17.22 in #6@ 12.22 in #6@ 24.44 in I Summary of Forces on Footing : Slab is NOT resisting sliding, stem is PINNED at footing Forces acting on footing for overturning, sliding, & soil pressure Overturning Moments ... Stem Shear@Top of Footing Heel Active Pressure Sliding Force Lateral Distance Moment lbs ft ft-# = -2,345.8 1.67 -31909.6 = -1,166.3 0.81 -948.8 3,512.1 Overturning Moment = Footing Overturning Stability Ratio -4,858.4 15.24 -5,866.4 ft-# -5,866.4 ft-# Resisting Moments ... Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Stem Weight Surcharge Over Toe Soil Over Heel Footing Weight Total Vertical Force Vertical Lateral lbs lbs 2,060.0 2,200.0 1,776.1 4,165.6 2,682.5 12,884.2 lbs Distance ft 5.67 2.50 5.67 8.08 4.90 Net Moment Used For Soil Pressure Calculations Net Mom. at Stem/Ftg Interface= Allow. Mom. @ Stem/Ftg Interface= Allow. Mom. Exceeds Applied Mom.? 16,775.0 ft-# Yes 1,310.7 psf Resisting Moment = Therefore Uniform Soil Pressure = Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. • Moment ft-# 11 ,673.3 5,500.0 10,064.7 33,664.8 13,147.9 74,050.7 Lateral Restraint 16"Masonry w/ 5 @ 16" 16" Ma~ #6@ 16" 4'-0" 16" Mas ry w " #8@18." @Toe 4•_9• 5'-0" 10·-10· 10·-10· -r2· -± I 3" 1'-6" ·-o· 4'-1" 4'-10" 9'-10" Lateral Restraint DL=1060 .LL=1000#, Ecc=O" 1171.83# Pp= 8813.19# 4684#