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Home My WebLink AboutCT 06-13; Tabaa 10; Retaining Wall Structural Calculations; 2014-11-04ORCO WALL SYSTEM STRUCTURAL CALCULATIONS FOR ^'l LENNAR HOMES TABATA 10 CARLSBAD, CA ORCO BLOCK INC. 4510 RUTILE ST RIVERSIDE, CA. TEL. (951) 685-1521 FAX. (951) 685-4295 92509 i / ' if A',% -/ftIS} Chi i"r\' / / mND FORCES TO WALLS PER ASCE 7-10 SECTION 29.U CHECK mm FORCE CALCULATION FOH BASIC SS HPH i 9S MPH 3 SECOND BUST SPEED EXPOSURE C CONDITION USING ASCE 7-10 CHAPTER 29 WIND LOADS: USING SECTION i9.3.Z TO FIND THE J SK. VELOCITY PRESSURE QH. 0H= 0.002S6 Kz KIT Ke (Z9 5-1) WHERE: K2 = .57 FOR EXP B AND KZ -- .SS FOR EXP C FROM TABLE 29.3-1 Kir * /.O DEFAULT PER SECTION 26.S-I KD = -SS FROM 26.6-1 THEREFORE. FOR SS MPH S SS MPH J SEC. WIND GUST SPEED: an- <0.00256X.BS)(I.OH.S5XSS^) = IS.i PSF a OH = (0.002S6X.SSXLOX.BSX95 ^) = 16.7 PSF NOW usm SECTION £9.i.l FOR SOLID FREESTANDING WALLS: FH = OHS CF AS (29.M} WHERE: G= .SS FROM 26.9.1 Cr = l.iO PER FIGURE 29.i-l USING AVERAGE ASPECT RATIO (W.ALL LENGTH TO HISTH) OF 2. NOTE: CF RANGES FROM LIB FOR A 5' WIDE RETURN HALL TO I.S FOR A 60' PANEL. \THEREF0RE: FOR BS MPH = (I3.i PSFX,SSXI.i)AS = 16.0 PSF. a FOR 9S MPH = (16.7 PSFX.eSXU)AS = 19.9 PSF.l WIND FORCE fOR EXPOSURE C CONDITIONS VULTINMPH ,..t /I6 122 /29 135 Ii2 155 VASD IN MPH= VULTX(O.6"') ( 85 \ 90 95 100 105 IIO 120 OH = .00256 Kz KZT KD v^l TOESi Kz=.es, Krr-I.O Ko= .15 IS. A PSr is.O PSF 16.7 PSF 19.5 PSF 20.i PSF ^^.4 PSF 26.3 PSF FH mm FORCE KH sa. FT. FH = OHXGXCFAS Fca 29.i-l WHSnE S'.tS ANO CF=l.li AVE. i 16.0 Ps/ 17.9 PSF 19.9 PSF 22.0 PSf 2U.S PSf 26.7 PSF 31.9 PSF PROJECT SITE WIND ZONE: VASD = ^^MPH EXPOSURE C THEREFORE WIND FORCE ^/i>^ PSF SEISMIC FORCES PER 2015 CBC (ASCE 7-10 SECT. l5. i.lB) FOR NONBUILDING STRUCTURES • FREE STANDING WALLS AW PILASTERS • PROJECT SITE CUSS D • FUNDAMENTAL PERIOD T GREATER THAU 0.06 SEC CALCULATED USING SECTION I2.S-7 AfiV TABLE 12.8-2 PER EON. m.i-2 FOR NONBUILDING STRUCTURES: CS=l(0.S0XSl)/(R/O] (W) 'NHEHEI -1.0 & FA = l.l FROM TABLE ll.i-l 5 R = 5.0 FROM TABLE I5.A.2 SEISMIC FORCE FOR,i SEC. PERIOD CONDITIONS Sl FROM Fie.22-2 60 K' no !j 80 90 100 IIO CS=[(0. BOXSl)/(R/l}]W .22W 'j2m .2SW .27W .SOW .52W PROJECT SITE SEISMIC mORMATION: Sl = lo SO Cs = - W H^" CMU WALL WEIGHTS PER SQ. FT. BLOCK TYPE 6-CMU IV/ JOINT REINFORCEMENT S'CMU 16X16 VLASTER GROUTED S O/C 1.8'0/C iO'O/C 52V/C 2i'0/C 16'0/C 32'0/C 21,'0/C 16-0/C SOUD SOUD WT. PER SO. FT. 34 PSF 35 PSF 37 PSF 39 PSF 45 PSF 48 PSF 52 PSF 60 PSF SO PSF 160 PSF THEREFORE SEISMIC FORCE = ( )( PSF)- - ( )( PSF> PSF PSF DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF PER SOILS REPORT. ALLOWABLE LA TERAL PASSIVE = 250 PCF. EQUIVALENT FLUID PRESSURE FOR 2 TO I BACKFILL = 55 PSF PER SOILS REPORT. 2 TO 1 SELECT BACKFILL §4 HORZ. CONT & 24° O/C 8X16 CMU SOUD GROUTED W/SPCL INSPECTION REQD. NOTES: fm = ISOO PSI wm SPEOAL INSPECTION. CONCRETE BLOCK SHAU CONFORM TO ASTM C90&USEOBP TYPES" MORTAR PER ASTM C270. USE Asm A615 GRADE 60 STEB. MIN. GROUT STRmem TO BE2000 PSI MIN. PERASTM Cf/S. FOOTING OONOime: TYPE VW/4500 PSI NIN. 0.45 mjER/CEMEm RATIO. PR0Vm3'Hm, CONCRETE REBAR COVER POR ANYFOOUNS CAST AGAINST NATURAL SOIL FOR RETAINme WALLS: USE SELECT GRANULAR BACKBLl B<20 BY DIRECTION OF SOILS ENGINEER., PROVIDE A ASTH C-33 3/4" GRAVEL SUBDRAIN AS SHOm. WATERPROFF BACKFILL SWE OFWALL W/OBP 'WATBISTOP" OR EQUAL PROVIDE PROPER SHOONG DURING CONSmUCnON. NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PER CBC TABLE1704.5.1 OF THE MASONRY STEM PRIOR TO GROUTING TO VBUFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE WnWUTO^TRUCnON OTHER THAN NORMAL MORTAR FINS. . SDR J5 PERF PIPE W/ 12" OF 3/4" GRA\CL UP TO WITHIN 12" OF FINISH GRADE WRAPPED W/ MIRAFI UON FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. H' BAR '4 HORZ. CONT © 12" O/C 'OP ANO BOTTOM AS SWOIW LENNAR HOMES TABATA 10 CARLSBAD, CA. 'A' 'B' 'D' E' E' DOWEL 'G' VERT 'H' BAR 'E 2'-0' 2'-0' N/A r-6" 4" #4@32" O/C 33" 8" — N/A N/A 6" 2'-8' 2-8' N/A 2'-0" 6" #4@32" O/C )A1" N/A N/A 9" 3'-4'-3-4" N/A 2-3" 12" #4(3)32" O/C ^49" ;5"—' N/A #4@16" O/C 9" 18"\ 12" 4'-0" 4'-0" N/A 2'-9" 18" #4@32" O/C |57" 18" A N/A #4@16" O/C 24" 12" 15" 4'-8" 4'-8" N/A 3'-0" 21" #4@16" O/C |65" 27 "J N/A #5@16" O/C 27" 12" 18" 5-4" 5-4" N/A 3'-6" 27" isme" o/c 17J' N/A #5@16" O/C 33" 18" 18" 6'-0" 4-0" 2'-0" 4-0" 30" i4@16" O/C iJJ" 24" A #4@16" O/C #5@16" O/C 36" 24" 18" Use menu item Settings > Printing S Title Block to set these five lines of information f«r your prfegram. Title 2''0" retain wi 2 to i bacitfiii Job# ...New... Dsgnr: Description.... Kage: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retalnpro 10 project files\lennar tabata 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 — ' Liclnl^ To- ORCO BLOCK COMPANY, INC, ^ant'levei ed Retaining Wall Design ^ode: CBC 20i3,ACl 318-11 ,ACI 530-11 Criteria "•^f^mmsBsm^ Retained Height - 2.00 ft Wali height above soii = 0.00 ft Slope Behind Wall = 2.00 :1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem ^ Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.62 OK 1.57 OK 552 Ibs 5.05 in Loaci Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Soil Data Allovif Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure IVIethod Heel Active Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Fricfion Soil height to ignore for passive pressure 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in J ^er^^LoadAp^ed^^m^^^j^ [Adjacent Footing Load Soil Pressure @ Toe = 1,118 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,341 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 3.3 psi OK Footing Shear @ Heel = 1.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Componeni NOT Used) Lateral Sliding Force = 275.8 Ibs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 137.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 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 0.0 Ibs 0.00 fl 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Top Stem ft = Stem OK 0.00 fviasonry 8.00 # 4 32.00 Edge = 0.100 Total Force @ Section lbs = 110.0 Moment....Actual ft-#= 73.3 IVloment Allowable = 734.5 Shear Actual psi= 1.7 Shear Allowable psi = 44.2 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EivlBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data fc Fy psi = psi = Use menu item Settings > Pnnting a Titie Block to set these five lines of information f<>r your program. Title 2'-0" retain wi 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\lennar tabata 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 f^fhW^LOCK COMPANY. INC. Cantilevered Retaining WaU Design :ode: CBC 2013,ACI 318-11 ,ACI 530-11 Footing Dimensions & Strengths Footing Design Results Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.50 ft 1.00 Toe Heel 1.50 12.00 in 12.00 in 4.00 in 0.50 ft fo = 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 Factored Pressure 1,341 0 psf Mu': Upward 231 0 ft-# Mu': Downward 65 67 Mu: Design 166 67 ft^¥ Actual 1-Way Shear 3.26 1.59 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd psi Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings I wc. iMUL ic^ u, iviu *- o ri Heel: Not req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr [ Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soii: 275.8 1.06 291.1 Total 275.8 O.T.M. 291.1 Resisting/Overturning Ratio = 1,62 Vertical Loads used for Soil Pressure = 551.6 Ibs Vertical component of active pressure NOT used for soil pressure Force ibs ..RESISTING Distance ft m3 Moment ft-# Soil Over Heel : Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weight = Vert. Component = 76.7 1.33 102.2 3.2 1.39 4.4 28.8 0.25 7.2 168.0 0.83 140.0 225.0 0.75 168.8 50.0 1.00 50.0 551.6 Ibs R.M.= 472.6 Total = * Axial live load NOT included in total displayed, or used for overturning resistance, bul is included for soi! pressure calculation. Use menu item Settings > Pnnting a Title Block to set these five lines of information fijr your pnogram. Title 2'-8:" retain w/ 2 to 1 backfill Job # ...New... Dsgnr: Description.... Page Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project files\lennar tabata 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 ~— 1:S ^rS°»BLOCKCOMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11 ,ACI 530-11 Criteria Retained Height = 2.67 fl Wall height above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem L II Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.77 OK 1.57 OK 856 Ibs 5.86 in Soil Pressure @ Toe = 1,116 psf OK Soil Pressure @ Heei = 0 psf OK Allovi^able = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,340 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.0 psi OK Footing Shear @ Heel = 3.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 431.6 lbs less 100% Passive Force = - 461.8 Ibs less 100% Friction Force = - 214.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 ; 1 Stability = 0.0 lbs OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Soil Data Allow Soil Bearing mmmmrnfmsinj 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in I Lateral Load Applied to Stem jf [Adjacent Footing Load Lateral Load = 0.0 #/ft Adjacent Footing Load = ...Height to Top = 0.00 ft Footing Width = ...Height to Bottom = 0.00 ft Eccentricity = The above lateral load Wall to Ftg CL Dist = byaST"'"' '-"^ Footing Type Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wail Poisson's Ratio = I Stem Construction || Top stem "-mm^mmmmmm^^mmm^mmmM Stem OK Design Height Above Fte ft = o.OO Wall Maierial Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data _ fb/FB + fa/Fa = 0.238 Total Force @ Section Ibs = 196.0 MomenL...Actual ft-#= 174.5 Moment Allowable = 734.5 Shear Actual psi = 3.1 Shear Allowable psi = 44.4 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 „ Hook embedment reduced by stress ratio Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio'n' = 21.48 ^ Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data • — — f c psi = Fy psi = 0.0 lbs 0.00 ft 0.00 In 0.00 fl Line Load 0.0 ft 0.300 tJse menu item Settings > Printing & Title Block to set these five lines of information for your program. Title 2'-8;' retain w/ 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project filesMennar tabata 10 carisbad. RetainPro 10(c) 1987-2014, Build 10.14.S.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode CBC 2013,ACI 318 11,ACl 530-11 1 Footing Dimensions & Strengths Toe Width 0.75 ft Heel Width 1.25 Total Footing Width = 2.00 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 8.00 in Key Distance from Toe = 0.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 ( 1 Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 1,340 0 psf Mu': Upward 451 3 ft-# Mu': Downward 122 185 ft-# Mu: Design 329 182 ft-# Actual 1-Way Shear 4.97 3.34 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Otiier Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Summarv of Overturnina & Resistina Forces & Moments Item OVERTURNING Force Distance Moment lbs fl ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 431.6 1.32 570.0 Total 431.6 O.T.M. 570.0 1.77 856.3 ibs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used For Soil Pressure = RESISTING Force Distance Moment lbs ft ft-# 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 = Fooling Weighl = Key Weight = Vert. Component = 179.1 1.71 306.0 9.8 1.81 17.7 43.1 0.38 16.2 224.3 1.08 243.0 300.0 1.00 300.0 100.0 1.25 125.0 Total = 856.3 lbs R.M.= 1,007.8 " Axial live load NOT included in total displayed, or used for overtuming resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block t(j set these five lines of Information for your program. Title 3'-4:" retain w/ 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project filesMennar labata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 h'S ^r«BLOCK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACl 318-11,ACI 530-11 I Criteria Retained Height ~ 3.33 ft Wall heighl above soil = 0.00 ft Slope Behind Wall = 2.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 fl Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 55.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Densily, Toe = 115.00 pcf FootingllSoii Friction 0.250 Soil height to ignore = 12.00 for passive pressure = 12.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning S I Lateral Load Applied to Stem | l^^aU^a^Ap^lied^oSten^^ Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in I Design Summary Wall Stability Ratios Overtuming Sliding Tolal Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe ACl Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,601 psf 0 psf 7.4 psi OK 3.9 psi OK 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force = less 100% Friction Force = Added Force Req'd • ....for 1.5 ; 1 Stability = 1.62 OK 1.57 OK 1,058 Ibs 7.16 in 1,335 psf OK 0 psf OK 2,000 psf Load Factors Building Code Dead Load Live Load Earth, H Wind. W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Botiom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf lAdjacent 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 = 0.0 lbs 0.00 fl 0.00 in 0.00 ft Line Load 0.0 ft 0.300 587.4 lbs 656.3 lbs 264.5 lbs 0.0 lbs OK 0.0 Ibs OK Stem Construction Design Height Above Fte ft = Wall Material Above "Ht" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa Tolal Force @ Section lbs = Moment...Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allowable psi = Wall Weighl = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Top Stem Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.461 304.9 338.5 734.5 4.8 44.6 84.0 5.25 24.00 6.00 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data f c psi = Fy psi = Hook embedment reduced by stress ratio 1,500 24,000 Yes 21.48 1.000 in = 7.60 = Normal Weight = ASD Use menu item -Settings > Printing & Title Block to sst these fiva lines of information for your program. Title 3'-4:' retain w/ 2 to 1 faackfiil Job # ...New... Dsgnr: Description.... Page: _ Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 raiSIS'sLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11.ACI 5,30-11 Footing Dimensions & Strengths 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 % Cover @ Top 2.00 g 1.00 ft 1.25 2.25 12.00 in 12.00 in 12.00 in 1.00 fl 60,000 psi 150.00 pof 0.0018 ! Blm.= 3.00 in Factored Pressure 1,601 0 psf Mu': Upward 823 0 ft-# Mu': Downward 198 215 fl-* Mu: Design 625 215 ft-# Actual 1-Way Shear 7.45 3.94 psi Allow 1-Way Shear 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable S izes & Spaclngs Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Not Req'd = Mu<S*Fr Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel •• Surcharge Over Toe = Adjacent Footing Load • Added Lateral Load •• Load @ Stem Above Soil = Total OVERTURNING Force Distance Moment lbs ft ft-# 587.4 1.54 904.9 587.4 O.T.M. 904.9 1.62 1,057.9 lbs Vertical component of active pressure NOT used for soil pressure Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * A>Aa\ Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight{s) Earth @ Stem Transitions = Footing Weight = Key Weighl = Vert. Componenf = Force lbs ..RESISTING Distance fl Moment ft-# 223.4 1.96 437.5 9.8 2.06 20.1 57.5 0.50 28.8 279.7 1.33 373.0 337.5 1.13 379.7 150.0 1.50 225.0 Total = 1,057.9 lbs R.M.= 1,464.0 *• 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 t(| set thss| five lines of information for your program. Titie 4"-0;' retain w/ 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page:. Date: 27 AUG 2014 This Wall in File: c:\users\tmaliis\documents\relainpro 10 project filesMennar tabala 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 hS rjf^ilVBLOCK COMPANY. INC. rCriteria Retained Height Wall height above soil = Slope Behind Wall = Heighl of Soil over Toe = Water height over heel = Cantilevered Retaining Wall Design ^ode: CBC 2013.ACI 318-11.ACl 530-11 iSoil Data 4.00 ft 0.00 ft 2.00 : 1 6.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding S Overturning Surcharge Over Toe = 0.0 psf Used for Sliding S Overturning Axial Load Applied to Stem 1 Axial Dead Load = 0.0 lbs .Axial Live Load = 0.0 Ibs Axial Load Ecceniricity = 0.0 in Design Summary | Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method psf/ft Heel Active Pressure 55.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoii Friction 0.250 Soil height to ignore = 12.00 for passive pressure = 12.00 in Lateral Load Applied to Stem | Lateral Load 0.0 #/ff ...Height to Top 0.00 ft ...Height to Botiom 0.00 fl The above lateral load has been increased 1.00 by a factor of Adjacent Footing Load Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soii Pressure @ Toe Soil Pressure @ Heel Allowable Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Wind on Exposed Stem = 0.0 psf Adiacent Footing Load Footing Width Ecceniricity Wall lo Ftg 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 fl 0.300 Stem Construction Top Stem 1.70 OK 1.69 OK 1,449 lbs 8.01 in 1,365 psf OK 0 psf OK 2,000 psf SoifPressure Less Than Allowable ACI Factored @ Toe = 1.638 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 10.0 psi OK Footing Shear @ Heel = 6.3 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 806.9 Ibs less 100% Passive Force = - 1,000.0 ibs less 100% Friction Force = - 362.2 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge Design Height Above Fte ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data —— fb/FB + fa/Fa = 0-799 Total Force @ Section Ibs = 440.0 Moment....Actual ft-#= 586.7 Moment Allowable = 734.5 Shear Actual psi = 7.0 Shear Aiiowabie psi = 44.9 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Tenn Factor = Equiv. Solid Thick. in: Masonry Block Type = Masonry Design Method = Concrete Data f c psi = Fy psi = 1,500 24,000 Yes 21.48 1.000 7.60 Normal Weight ASD Use menu item Settings > Printing & Title Block to set the^s five lines of information for your program. Title 4'-0" retain w/ 2 to 1 backfill Job # ...New... Dsgnr: Description..., Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documenls\relainpro 10 project filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 h'Sifrm^BLOCK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width 1.25 ft Heel Width 1.50 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width 12.00 in Key Depth = 18.00 in Key Distance from Toe = 1.25 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 De^^^ Toe Factored Pressure = 1,638 Mu': Upward = 1,278 Mu': Downward = 292 Mu: Design = 987 Actual 1-Way Shear = 10.04 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spaclngs Toe: Nol req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6i Heel 0 psf 7 fl-# 443 fl-# 436ft-# 6.34 psi 75.00 psi ! 20.62 in, #7@ 28.03 in, Item Summary of Overturnina & Resistina Forces & Moments •iwiMJMiiiiiiiMlMitiwiMw^Mii'im^^ iiiiii'Wii iimmuMU—IB OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Fooling Load = Added Lateral Load = Load @ Stem Above Soil = 806.9 .81 1,456.8 iotai 806.9 O.T.M. 1,456.8 Resisting/Overturning Ratio Vertical Loads used for Soii Pressure = 1.70 1,448.7 Ibs Vertical component of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Fooling Load = Axia\ Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Fooling Weighl = Key Weight = Vert. Component = Force Ibs ..RESISTING Distance ft Moment ft-# 383.3 2.33 894.4 20.0 2.47 49.4 71.9 0.63 44.9 335.0 1.58 532.0 412.5 1.38 567.2 225.0 1.75 393.8 Total = 1.448.7 lbs R.M.= 2,481.7 ' Axial live load NOT included in total displayed, or used for overturning resislance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to sst the^e five lines of information for your program. Title 4'-8:' retain wl 2 to 1 backfill Job# ...New... Dsgnr: Description.... Date: 27 AUG 2014 This Wall in File: c:\users\lmallis\documenls\retainpro 10 projeot filesMennar tabala 10 carisbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 ~ — License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode; CBC 20i3,ACl 318-1 i,ACl 530-11 Criteria Retained Height Wall height above soil Slope Behind Wall Heighl of Soil over Toe Water height over heel 4.67 ft 0.00 ft 2.00 : 1 6.00 in 0.0 ft 5 Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wail Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.55 OK 1.58 OK 1,659 lbs 9.84 In 1,627 psf OK 0 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,952 psf 0 psf 13.2 psi OK 7.3 psi OK 75.0 psi Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force less 100%) Passive Force = less 100%) Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors 1,018.8 lbs 1,195.3 Ibs 414.6 Ibs 0.0 lbs OK 0.0 lbs OK Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013.ACI 1.400 1.700 2.200 1.300 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoii Friction 0.250 Soil height to ignore = 12.00 for passive pressure = 12.00 in Lateral Load Applied to Stem | [Adjacent Footing Load Lateral Load = 0.0 #/ft Adjaceni Footing Load = ...Height to Top = 0.00 ft Footing Width ...Height to Bottom = 0.00 fl Eccentricity The above lateral load Wall to Ftg CL Dist has been increased 1.00 Fooling Type by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = I Stem Construction | Top stem '-"wm^mmmmmmmmmmmmmimmmm stem OK Design Height Above Ft£ ft = 0.00 Wall Maierial Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 16.00 Rebar Plaoed at = Edge Design Data fb/FB + fa/Fa = 0.652 Total Force @ Section Ibs = 599.7 Moment....Actual fi-#= 933.6 Moment Allowable = 1,431.8 Shear Actual psi = 9.5 Shear Allowable psi= 45.1 Wall Weighl = 84.0 Rebar Deplh 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG In = 6.00 Hook embedment reduced by stress ratio Masonry Data f m psi = 1.500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weight Masonry Design Method = ASD Concrete Data f c psi = Fy psi = 0.0 lbs 0.00 fl 0.00 in 0.00 fl Line Load 0.0 ft 0.300 Use menu item Settings > Printing & Title Block to set these five lines of information for your pf^sgram. Title 4"-8;' retain wl 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\refainpro 10 projeci filesMennar tabala 10 carisbad. RetainPro 10 (c) 1387-2014. Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 20i3,ACl 318-11,ACl 530-11 Footing Dimensions & Strengths | I Footing Design Results J Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concreie Density = Min. As % Cover @ Top 2.00 IQ 1.50 ft 1.50 3.00 12.00 in 12.00 in 21.00 in 1.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in TMBa Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 In, #7^ Toe Heel 1,952 0 psf 1,973 0 ft-# • 403 496 fl-# 1,569 496ft-# 13.20 7.28 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd 28.03 in. I Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load • Added Lateral Load : Load @ Stem Above Soil •• 1,018.8 Total 2.03 2,067.0 1,018.8 O.T.M. 2,067.0 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.55 1,658.5 lbs Vertical componenl of active pressure NOT used for soil pressure Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weighl = Vert. Componenl = Force Ibs ..RESISTING Distance ft Moment ft-# 447.5 2.58 1,156.1 20.0 2.72 54.3 86.3 0.75 64.7 392.3 1.83 719.2 450.0 1.50 675.0 262.5 2.00 525.0 Total = 1,658.5 Ibs R.M.= 3,194.4 * Axial live load NOT included In total displayed, or used for overturning resistance, bul is included for soii pressure calculation. Uss menu item Settings > Pnnting & ' to set these five lines of information for your program. Block Title 5'-4:" letain wi 2 to 1 faackfiil Job # ...New... Dsgnr: Description.... (-•age: _ Date: 27 AUG 2014 This Wall in File: c:\users\tmallls\documents\relainpro 10 projeot filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 " ~ , „ _ , ... ,, „ License: KW-06059401 , ..s^,, ^^..„„».x, Cantllevered Retaining Wall Design License To : ORCO BLOCK COMPANY, INC. f ^_ iode: CBC 2013,ACI 318-11,ACI 530-11 Retained Height Wall height above soil Siope Behind Wall Height of Soil over Toe Water height over heel 5.33 ft 0.00 ft 2.00 : 1 6.00 in 0.0 fl I Soil Data ' iniiinmiiiiiiiiiiiiiiMiiiiiiiniinii 11 I II Allow Soit Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 250.0 psf/fl 115.00 pcf 115.00 pcf 0.250 12.00 In Surcharge Loads J Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding SnOverturning Lateral Load Applied to Stem || [Adjacent Footing Load Axial Load Applied to Stem Lateral Load ...Heighl to Top ...Height to Bottom The above lateral load has been increased Axial Dead Load = 0.0 lbs Wind on Exposed Stem = 0 Axial Live Load = 0.0 Ibs Wind on Exposed Stem = Axial Load Eccentricity = 0.0 in Design Summary | Stem Construction 0 0 #/ft Adjacent Fooling Load = 0.00 ft Footing Widlh = 0.00 ft Eccentricity = Wall to Fig CL Dist 1.00 Footing Type Base Above/Below Soil 0.0 psf at Back of Wail Poisson's Ratio = Top Stem 0.0 Ibs 0.00 fl 0.00 in 0.00 fl Line Load 0.0 ft 0.300 Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable 1.55 OK 1.46 Ratio < 1 2,227 lbs 11.65 in 1,905 psf OK 0 psf OK 2,000 psf 5! 2,286 psf 0 psf 17.9 psi OK 13.0 psi OK 75.0 psi ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force = 1,346.2 Ibs iess 100%) Passive Force = - 1,406.3 lbs less 100%) Friction Force = - 556.8 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 56.2 lbs NG Load Factors Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Foroe @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW Stem OK 0.00 Masonry 8.00 # 5 16.00 Edge lbs = ft-# = psi = psi = in = in = 0.75S 781.2 1,388.0 1,812.8 12.4 45.3 84.0 5.25 30.00 6.00 HOOK EMBED INTO FTG in = Hook embedmeni reduced by stress ratio Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrate Dafa f c psi = Fy psi = 1,500 20,000 Yes 21.48 1.000 7.60 Normal Weight ASD Uss menu item Settings > Printing » ' to set these five lines of Information »r your program. "itie Block litle 5'-4;'retain vv/2 to 1 backfill Job# ...New... Dsgnr: Description.... Page:. Dale: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project filesMennar tabala 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 hS^^fSira^BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ;ode: CBC 2013,ACI 318-11.ACI 530-11 Footing Dimensions & Strengths g Footing Design Results 1.50 ft 2.00 Toe Width Heel Width Total Footing Width = Footing Thickness = Key Widlh Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % = Cover @ Top 2.00 @ Btm.= 3.00 in Toe 3.50 12.00 in 12.00 in 24.00 in 1.50 ft 60,000 psi 150.00 pcf 0.0018 Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Heel 2,286 0 psf 2,421 6 m 403 1,265 ft-# 2,017 1,259 fH¥ 17.89 12.99 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heei: Nol req'd, Mu < S * Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7^ ! 28.03 in. [^umnmr^o^Ove^ Item ..OVERTURNING., Force Distance Moment lbs ft ft^ Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,346.2 2.33 3,139.7 Total 1,346.2 O.T.M. 3,139.7 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.55 2,227.3 Ibs Vertical component of active pressure NOT used for soil pressure Force .RESISTING Distance Moment Ibs fl ft-# Soil Over Heet 817.3 2.83 2,315.6 Sloped Soil Over Heel = 51.1 3.06 156.2 Surcharge Over Heel = Adjacent Footing Load = Axiai Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = 86.3 0.75 64.7 Surcharge Over Toe = Stem Weight(s) 447.7 1.83 820.8 Earth @ Stem Transitions = Fooling Weighl = 525.0 1.75 918.8 Key Weight 300.0 2.00 600.0 Vert. Componenl = Total = 2,227.3 Ibs R.M.= 4,876.0 ' Axial live load NOT included in total displayed, or used for overturning resislance, but is included for soli pressure calculation. Use menu item Settings > Printing & Title Block to set these five lines of information ior your pkrogram. Title 6'-0;" retain wl 2 to 1 backfill Job # ...New... Dsgnr: Description.... Dale: Page: 27 AUG 2014 This Wall in File: o:\users\tmallls\documenls\retalnpro 10 project filesMennar tabala 10 carlsbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 License: KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design >ode: CBC 2013,ACI 318-11 ,ACl 530-11 j Criteria Retained Heiglit Wall height above soil Slope Behind Wall Heighl of Soil over Toe Water height over heet I Soil Data r- 6.00 ft 0.00 ft 2.00 : 1 Allow Soil Bearing = 2,000.0 Equivalent Fluid Pressure Method Heel Active Pressure = 55.0 psf psf/ft = 6.00 in Passive Pressure 250.0 psf/ft = 0.0 ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingllSoii Friction 0.250 Soil height to ignore for passive pressure = 12.00 in [^Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning 1 (l-ateral Load Applied to Stem ~| I Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 1.67 OK 1.58 OK 2,916 lbs 12.30 in 1.994 psf OK 0 psf OK 2,000 psf Soil Pressure Less Than Allowable ACI Factored ACI Factored Toe = Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable = 2,393 psf 0 psf 21.2 psi OK 17.5 psi OK 75.0 psi Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force less 100% Passive Force = less 100%! Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 1,651.7 Ibs 1,875.0 Ibs 729.1 lbs 0.0 lbs OK 0.0 Ibs OK CBC2013,AC1 1.400 1.700 2.200 1.300 1.000 Lateral Load = 0.0 #/fl ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 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 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction I Top stem 2nd Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment...Actual Moment Allowable Shear Actual Shear Allowable Wall Weight Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW stem OK 2.00 Masonry 8.00 # 4 16.00 Edge stem OK 0.00 Masonry 12.00 # 4 16.00 Edge lbs = ft-# = ft-# = psi = psi = psf = in = in = 0.307 440.0 586.7 1,909.1 7.0 44.9 84.0 5.25 24.00 24.00 0.593 990.0 1,980.0 3,340.5 9.2 45.3 133.0 9.00 24.00 6.00 HOOK EMBED INTO FTG in = Hook embedment reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Method = Concrete Data f C psi : Fy psi = 1,500 32,000 Yes 1,500 32,000 Yes 21.48 21.48 1.000 1.000 7.60 11.60 Normal Weighl ASD Use menu item Settings > Printing & Title Block to set these five lines of information ifor your F^rogram. Title 6'-0|' retain wl 2 to 1 backfill Job# ...New... Dsgnr: Description.... Page: Dale: 27 AUG 2014 This Wall in File: c:\users\tmallls\documents\relainpro 10 projeci filesMennar tabala 10 carlsbad. RetainPro 10(c) 1937-2014, Build 10.14.8.13 ^fmit'siocK COMPANY, INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11.ACI 530-11 Footing Dimensions & Strengths | I Footing Design Results 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 = Min. As % Cover @ Top 3.00 (a 1.50 ft 2.50 4.00 12.00 in 12.00 in 30.00 in 1.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Toe Heel 2,393 0 psf 2,933 42ft-fii 445 1,891 ft-# 2,488 1,849ft-# 21.22 17.46 psi 75.00 75.00 psi None Spec'd None Spec'd None Spec'd Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heei Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6@ 20.62 in, #7@ 28.03 in. Summary of Overturning & Resistina Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft n.4t Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load •• Load @ Stem Above Soil • 1,651.7 2.58 4.266.9 Total 1,651.7 O.T.M. 4,266.9 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.67 2,916.3 lbs Vertical component of active pressure NOT used for soil pressure Force Ibs .RESISTING Distance ft Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Pixial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions = Footing Weighl = Key Weight Vert. Component = 1,035.0 64.7 3.25 3.50 Moment ft-# 3,363.8 226.4 86.3 0.75 64.7 602.0 1.91 1,148.0 153.3 2.33 357.8 600.0 2.00 1,200.0 375.0 2.00 750.0 Total = 2,916.3 Ibs R.M.= 7,110.6 ' /\xial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. DESIGN CRITERIA: ALLOWABLE SOIL BE.ARING = 2000 PSF PER SOILS REPORT ALLOWABLE LATERAL PASSIVE = 250 PCF EQUIVALENT FLUID PRESSURE FOR LEVEL BACKFILL = J5 PSF PER SOILS REPORT LEVEL SELECT BACKFILL / 4 HORZ. CONT 24" O/C G BAR <3> EDGE OF a" CMU FULL HEIGHT (2) / 4 HORZ. CONT @ 24" O/C NOTES: fm = ISOO PSI WTTH SPEOAL INSPECTION. CONCRETE BLOCK SHALL CONFORM TOASIMC90&USEOBP TYPES' MORTAR PER ASTM C270. USE/\STMAS1S GRADE 60 Srm. MIN. GROUT SnmGTH TO BE2000 PSI MIN. PER ASTM C 475. FOOTING CONCRETE: TYPE V W/ 4500 PSI MIN. 0.45 WATER/CEMENT RATIO. PROVIDE 3-Mm. CONCRETE REBAR COVER FOR ANYFOOITNG CASI AGAINST NATURAL SOIL FOR RETAINING WALLS: use SELECT GRANULAR BACKFILL H<20 BY DIRECHON OF SOILS ENGINEER.. PROVIDE A ASTM C-33 3/4" GRAVEL SUBDRAIN AS SHOm. WATERPROFFBACXna SIDE OF WALL W/OBP "WATERSTOP" OR EQUAL PROWDE PROPER SHORING DURING CONSTRUCTION. NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PBi CSC TABLE1704.5.1 OF THE MASONRY STEM PRIOR TO GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACS4ENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPACE IS THE PROPER SIZE lAITHOUT OBSTRUCTION OTHER THAN NORMAL MORTAR FINS 8X16 CMU SOUD GROUTED W/ SPCL. INSPECTION REQD. 'F' DOKCLS © EDGE OF 12" OR 8" CMU 12X16 CMU SOLID GROUTED W/SPCL. INSPECTION REOD. 4" DIA. SDR 35 PERF PIPE W/ 12" OF 3/4" GRAVEL UP TO Y/ITHIN 12" OF FINISH CRADE WRAPPED W/ MIRAFI MON FIL TER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. #4 HORZ. CONT @ 12" O/C ® rOP & BOTTOM OF FOOTING. /•(! KEY DOWEL <S 16" O/C © Y/ALLS 4-8" AND HIGHER. r + 6" S 'A' 'B' 'C 'D' E' E' DOWEL 'G' VERT E' 2'-0' 2'-0' N/A 1'-6" N/A f4@32" O/C iJJ" 12'^ N/A N/A 2'-8' 2'-8" N/A 1-6" 4" f4@32" O/C ,41' 12'^ N/A 6" 3'-4' 3'-4" N/A 1'-9" 6" f4m2" O/C 1 49' N/A 6" 4'-0' 4-0" N/A 2'-3" 9" f4m2" O/C 157' N/A 9" 4'-8' 4'-8" N/A 2-9" 12° #4^6" O/C 1 65' 27^ N/A 12" 5'-4" 5'-4" N/A 3-0" 15" ^4@I6" O/C 1 73' 30^ N/A 12" 6'-0' 4'-0" 2'-0" J'-J" 18" /4@;6" O/C iJJ' ^4@W" O/C 15" LENNAR HOMES TABATA 10 CARLSBAD, CA. Use menu item Settings > Printing & Title Block to set these five lines of information uor your ptogram. Tille 2'-0:" retain wl level backfill Job # ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallls\documents\retainpro 10 project files\lennar tabata 10 carlsbad. Cantilevered Retaining Wall Design RetainPro 10 (c) 1987-2014. Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC I Criteria :ode: CBC 2013,ACI 318-11,ACI 530-1 Retained Height = 2.00 ft Wall heighl above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads snwraHaHaHBWHBaaMwsf^^Kci&^w^wfs^swjca Surcha£ge Over Heel = o.o psf Used I o Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding S Overtuming Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs /Kxial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 2.43 1.69 OK OK 440 Ibs 2.83 in Soil Pressure @ Toe = 572 psf OK Soil Pressure @ Heel = 16 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 686 psf ACl Factored @ Heel = 20 psf Footing Shear @ Toe = 1.3 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 157.5 lbs less 100% Passive Force = - 156.3 Ibs less 100%) Friction Force = - 110.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 ibs OK Soil Data Allow Soil Bearing = 2,000.0 psf Equivaleni Fluid Pressure Melhod Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressu,''e 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,AC1 1.400 1.700 2.200 1.300 1.000 J^giglgli^'^ ^PP'iQd to Stem 1 | Adjacent Footing Load Lateral Load = 0.0 #/fl Adjacent Footing Load = ...Height to Top = 0.00 ft Footing Width = ...Height lo Bottom = 0.00 ft Eccentricity = The above lateral load Wall to Ftg CL Dist has been increased 1.00 Footina Tvne by a factor of rooting l ype Base Above/Belov^ Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = j Stem Construction | Top stem "•^T'^^r^^T?"""^ stem OK Design Height Above Fte ft = o.OO Wall Material Above "Ht" = Masonry Thickness = g.OO Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB -1- fa/Fa = 0.076 Total Force @ Section lbs = 70.0 Moment....Actual ft-#= 46.7 Moment Allowable = 612.1 Shear Actual psi= 1.1 Shear Allowable psi = 44.2 Wall Weigh! = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data — i fm psi= 1,500 Fs psi = 20.000 Solid Grouting = Yes Modular Ratio'n' = 21.48 ~ Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Normal Weighl Masonry Design Metiiod = ASD Concrete Data — — _ - fc psi = Fy psi = 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 fl 0.300 Use menu item Settings > Printing & Title Block to s^t these five lines of information ?or your p'Vogram. Tille 2'-0:" retain wl level backfill Job# ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\relainpro 10 projeci filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 TrSlSo^BLOCK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013,AC1 318-11.ACI 530-11 Footing Dimensions & Strengths 0.83 ft 0.67 Footing Design Results Toe Width Heel Widlh Total Footing Width = Footing Thickness = Key Width Key Deplh = Key Dislance from Toe = fc = 2,500 psi Fy = l-ooting Concrete Densily = Min. As % Cover @ Top 2.00 @ Btm.= 3.00 in 1.50 12.00 in 12.00 in 0.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < 8 * Fr Key: Nol Req'd = Mu<S''Fr Toe Heel 686 20 psf 267 0 ft-# 144 Oft-# 123 Oft-# 1.34 0.00 psi 75.00 0.00 psi = None Speo'd = None Spec'd = None Spec'd I Summary of Overturning & Resistina Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjaceni Footing Load Added Lateral Load : Load @ Stem Above Soil ^ OVERTURNING Force Distance Moment lbs ft ft-# 157.5 1.00 157.5 lotal 157.5 O.T.M. 157.5 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 2.43 440.2 lbs RESISTING..... Force Distance Moment lbs ft ft-# J Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Aixial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weighl = Key Weighl = Vert. Component = Total • 1.50 47.7 0.42 19.8 168.0 1.16 195.4 224.5 0.75 1.00 168.0 440.2 Ibs R.M.= 383.2 , iivv. iin^iuucu 111 luiai uispiayeo, or useo resistance, but is included for soil pressure calculation. Use menu item Settings > Printing S Title Block to sefj,these five lines of information ffcr your pi»ogram. Title 2'-8:" retain w/ level backfill Job# ...New... Dsgnr; Description.... Page: _ Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documents\retainpro 10 project filesMennar tabala 10 carlsbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11,ACI 530-ii Criteria Retained Height Wall height above soil Slope Behind Wall Heighl of Soil over Toe Water height over heel 2.67 ft 0.00 ft 0.00 : 1 6.00 in 0.0 ft j Surcharge Loads .mmmmimmmtiBmmmmmmmimimsmmmammm Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem il Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary | Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable I Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil height to ignore for passive pressure 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in J L^^tera^a^p^^^te^^J [Adjacent Footing Load 1.73 OK 1.83 OK 547 Ibs 4.36 in 946 psf OK 0 psf OK 2,000 psf Soli Pressure Less Than /Vllowable ACl Factored @ Toe = 1,136 psf ACl Factored @ Heel = 0 psf Fooling Shear @ Toe = 3.2 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Foroe = 235.7 Ibs less 100% Passive Force = - 295.1 lbs less 100% Friction Force = - 136.6 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Lateral Load = 0,0 #/ft ...Height to Top = 0.00 ft ...Height lo Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing Widlh 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 Stem Construction Top Stem stem OK 0.00 Masonry 8.00 # 4 32.00 Edge Design Height Above Ft£ ft = Wall Material Above "Ht" Thickness = Rebar Size = Rebar Spacing = Rebar Placed al = Design Data fb/FB + fa/Fa = 0.181 Total Force (@ Section lbs= 124.8 Moment....Actual ft-#= 111.0 Moment Allowable = 612.1 Shear Actual psi = 2.0 Shear Allowable psi = 44.4 Wall Weight = 84.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW jn = HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data fm Fs Solid Grouting psi = psi = 1,500 20,000 Yes Load Factors Building Code Dead Load Live Load Earth. H Wind. W Seismic, E CBC2013,ACI 1.400 1.700 2.200 1.300 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data Fc Fy 21.48 1.000 1= 7.60 = Normal Weight = ASD psi = psi = Use menu item Settings > Printing & Titla Block to sei these five linos of information • • ror your program. Titie 2'-8'' retain wl level backfill Job # ...New... Dsgnr: Description.... Page: _ Dale: 27 AUG 2014 This Wall In File: c:\users\tmallis\documents\relainpro 10 projeci filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License; KW-06059401 License To : ORCO BLOCK COMPANY. INC. Cantilevered Retaining Wall Design -ode- CBC 20i3,ACl 318-11,ACl 530-11 Footing Dimensions & Strengths Toe Width = 0.83 ft Heel Width = 0.67 Total Footing Width = Fooling Thickness = Key Widlh Key Deplh = Key Distance from Toe = fc = 2,500 psi Fy = Footing Concrete Density = Min. As % Cover @ Top 2.00 @ 1.50 12.00 in 12.00 in 4.00 in 0.50 ft 60,000 psi 1.50.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure 1,136 0 psf Mu': Upward 402 0 ft-# Mu': Downward 144 0 fl-# Mu: Design 258 Oft-# Actual 1-Way Shear 3.18 0.00 psi Allow 1-Way Shear 75.00 0.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing Key Reinforcing = None Spec'd Heel Reinforcing Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Nol Req'd = Mu<S*Fr Summarv of Overturning & Resisting Forces & Moments l8»«MBLlllllill<WUI«llWM^^ »lll I lllll lliMUMMWUM OVERTURNING Force Distance Moment lbs ft ft-# Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load • Added Lateral Load •• Load (® Stem Above Soil •• 235.7 Total 235.7 O; Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = Force Ibs .RESISTING Distance ft Moment ft-# 1.22 288.3 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = * Axial Live Load on Stem = 1.50 Soil Over Toe = 47.7 0.42 19.8 Surcharge Over Toe = 224.3 1.16 260.9 .T.M. 288.3 Stem Weight(s) = 224.3 1.16 260.9 .T.M. 288.3 Earth @ Stem Transitions = = Footing Weight = 224.5 0.75 168.0 1.73 Key Weighl = 50.0 1.00 50.0 546.5 Ibs Vert. Componenl = Total = 546.5 lbs R.M.= 498.7 ' /Vxial live load NOT included in lotal displayed, or used for overturning resistance, bul is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to seii-these five lines of information ffcr your pPogram. TiUe 3'-4:' retain wl level backfill Job # ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tinallis\documenls\relainpro 10 project filesMennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design ^ode: CBC 2013,ACI 318-11,ACl 530-11 5 Criteria Retained Height = 3.33 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 1 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Passive Pressure 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density. Toe = 115.00 pcf FootingllSoii Friction 0.250 Soil height fo ignore = 12.00 for passive pressure = 12.00 in Lateral Load Applied to Stem 1.55 OK 1.66 OK 679 lbs 5.90 in 1,186 psf OK 0 psf OK 2,000 Dsf 1,423 psf 0 psf 4.4 psi OK 0.0 psi OK 75.0 psi ACl Factored @ Toe = ACl Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Sliding Calcs (Vertical Componeni NOT Used) Lateral Sliding Force = 328.1 Ibs less 100%. Passive Force = - 375.0 lbs less lOOVo Friction Foroe = - 169.7 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Jj [Adjacent Footing Load Adjacent Footing Load = Footing Width Ecceniricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 t l Stem Construction | Top stem "•••mmmmmmm^mma^^mmmmmmmm stem Ot Stem OK Dssign Height Above Fte ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = #4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.352 Total Force @ Section lbs= 194.1 MomenL...Actual ft-#= 215.4 Moment Allowable = 612.1 Shear Actual psi= 3.1 Shear Allowable psi = 44.6 Wall Weight = 84.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Hook embedment reduced by stress ratio Masonry Data f m psi = Fs psi = Solid Grouting = Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. in = Masonry Block Type = Masonry Design Melhod = Concrete Data f c psi = Fy psi = 1,500 20,000 Yes 21.48 1.000 7.60 Normal Weighl ASD Use menu item Settings > Printing S Title Block to set^hese five lines of information for your program. Titie 3'-4:" retain wl level backfill Job # ...New... Dsgnr: Description.... Page:, Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documenls\relainpro 10 project filesMennar labala 10 carisbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 ~" ~ License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design 'ode: CBC 2013,ACI 318-11,ACI 530-11 I Footing Dimensions & Strengths Toe Widlh = 1.08 fl Heel Width = 0.67 Tolal Footing Widlh = Footing Thickness = Key Widlh Key Depth = Key Distance from Toe = fc = 2,500 psi Fy = Fooling Concrete Densily = Min. As % Cover @ Top 2.00 (Q 1.75 12.00 in 12.00 in 6.00 in 0.50 ft 60,000 psi 150.00 pcf 0.0018 Btm.= 3.00 in Footing Design Results Toe Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,423 737 226 511 4.40 75.00 None Spec'd None Spec'd None Spec'd Heel 0 psf 0 m 0 fl-# Oft-# 0.00 psi 0.00 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S ' Fr Key: Not Req'd = Mu<S*Fr j Summary of Overturnina & Resistina Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil • OVERTURNING Force Distance Moment Ibs ft ft-# 328.1 Tota! Resisting/Overturning Ratio Vertical Loads used for Soil Pressure : 1.44 473.6 328.1 O.T.M. 473.6 1.55 678.8 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Fooling Load = Axial Dead Load on Stem = ' Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight{s) Eartii @ Stem Transitions = Footing Weight = Key Weight = Vert. Component = RESISTING Force Distance Moment Ibs ft ft-# 1.75 62.1 0.54 33.5 279.7 1.41 395.3 262.0 0.87 228.8 75.0 1.00 75.0 Total = 678.8 Ibs R.M.= 732.7 ' /\x\a\ live load NOT included in total displayed, or used for overturning resistance, bul is included for soil pressure calculation. Use menu item Settings > Printing & Title Block to s«^t these five lines of information for your jA ogram. Tille 4'-0:' retain w/ levei backfill Job # ...New... Dsgnr: Description.... Page: _ Dale: 27 AUG 2014 This Wali In File: c:\users\lmallis\documents\retainpro 10 project filesMennar labala 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 LST^-OIICO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design I Criteria Retained Height - Wall height above soil = Slope Behind Wall Height of Soil over Toe = Water height over heel = 4.00 ft 0.00 ft 0.00:1 6.00 in 0.0 ft I Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Melhod Heel Active Pressure = 35.0 psf/ft Passive Pressure Soil Density, Heel Soil Density. Toe FootingllSoii Friction Soil height to ignore for passive pressure 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in :ode: CBC 2013,ACI 318-11.ACI 530-11 [^Surcharge Loads Surcharge Over Heel = o.o psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Apptied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 lbs Axial Load Ecceniricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Tolal Bearing Load ...resultant ecc. I ^teraM^a^ppMe^^tem^^^J 1.69 OK 1.66 OK 876 lbs 6.57 In Soil Pressure @ Toe = 1,015 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowabte ACI Factored @ Toe = 1,217 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 5.0 psi OK Footing Shear @ Hee! = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force = 437.5 lbs less lOOyo Passive Force = - 507.8 Ibs less 100%) Friction Force = - 219.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Slability = 0.0 Ibs OK Lateral Load = 0.0 #/ft ...Heighl lo Top = o.OO ft ...Height to Botiom = 0.00 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load -aa-— Adjacent Footing Load Footing Width Eccentricity Wall lo Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Q.O lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 J Stem Construction Top Stem Design Height Above Fte ft = Wall Material Above "HI" = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fl3/FB fa/Fa Totat Force @ Section Ibs = Moment...Actual ft-# = Moment Allowable = Shear Actual psi = Shear Allov^'able psi = Wall Weight Rebar Deplh 'd' in = LAP SPLICE IF ABOVE In = LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = Stem OK 0.00 Masonry 8.00 # 4 32.00 Edge 0.610 280.0 373.3 612.1 4.4 44.9 84.0 5.25 24.00 6.00 Masonry Data fm Fs Solid Grouting Hook embedmeni reduced by stress ratio psi = psi = 1,500 20,000 Yes Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Melhod Concrete Data fc Fy 21.48 1.000 1 = 7.60 = Normal Weighl = ASD psi = psi = Use menu item Settings > Printing & Title Block to setj^hese five lines of information fdr your prbgram. Title 4'-0:" retain wl level backfill Job # ...New... Dsgnr: Description.... Page: _ Date: 27 AUG 2014 This Wall in File: c:\users\lmallis\documenls\retainpro 10 project filesMennar tabala 10 carisbad. License To'"oRCO BLOCK COMPANY. INC. Cantiilevered Retaining Wall Design ^^ode: CBC 20i3,ACl 318-1 I.ACI 530-11 Footing Dimensions & Strengths 1.58 ft 0.67 Toe Width Heel Widlh Total Fooling Widlh = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As % = Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe 2.25 12.00 in 12.00 in 9.00 in 0.75 ft 60,000 psi 150.00 pcf 0.0018 Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1,217 1,238 443 795 5.02 75.00 None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Nol req'd, Mu < S " Fr Key: Nol Req'd = Mu<S*Fr Heel 0 psf 0 ft-# 0 fl-# Oft-# 0.00 psi 0.00 psi fSummary of Overturning & Resistina Forces & Moment.s Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjaceni Footing Load = Added Lateral Load = Load @ Stem Above Soil = Force lbs 437.5 .RESISTING.. Distance ft 1.67 729.2 Total 437.5 O.T.M. 729.2 Resisting/Overturning Ratio = 1.69 Vertical Loads used for Soil Pressure = 876.4 Ibs Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjaceni 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 = Total = 2.25 Moment ft-# 90.9 0.79 71.8 336.0 1.91 642.9 337.0 1.12 378.6 112.5 1.25 140.6 876.4 lbs R.M.= 1,233.8 Use menu item Settings > Printing & Title Block to set,Shese five lines of information for your pAigram. Tille 4'-8.-' retain wl level backfill Job # ...New... Dsgnr: Description.... Page:. Dale: 27 AUG 2014 This Wall in File: c:\users\lmallls\documenls\retainpro 10 projeci files\lennar tabata 10 carisbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 ~" License: KW-06059401 License To : ORCO BLOCK COMPANY. INC Cantilevered Retaining Wal! Design ::ode: CBC 2013.ACI 318-11,ACI 530-i l Criteria Retained Height = 4.67 ft Wall heighl above soil = o.OO ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0.0 psf Used for Sliding & Overtuming Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs fioaal Load Eccentricity = 0.0 in Design Summary 1 Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.75 OK 1.64 OK 1,074 Ibs 7.56 in Soil Pressure @ Toe = 963 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 pgf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,155 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 5.7 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 562.6 Ibs less 100%o Passive Force = - 656.3 Ibs less 100%) Friction Force = - 268.5 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors — Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013.ACI 1.400 1.700 2.200 1.300 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Passive Pressure Soil Densily, Heel Soil Density, Toe FootingllSoii Friction Soil heighl lo ignore for passive pressure 35.0 psf/ft 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 In / Lateral Load Applied to Stem | [jacent Footing Load Lateral Load = o.O #,'ft Adjacent Footing Load " '= ...Height to I op = 0.00 ft Footing Widlh = ...Height to Bottom = 0.00 ft Eccentricity = The above lateral load Wall to Ftg CL Dist = bynflcTofor^^' ''°' Footing Type Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall Poisson's Ratio = [ Stem Construction | Top stem "''"^^'^'"•'"•^•••"''••J Stem OK Design Height Above Fte ft = o.OO Wall Maierial Above "Ht" = Masonry Thickness = g.OO Rebar Size = #4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data • fb/FB + fa/Fa = 0.498 Tolal Force @ Section lbs = 381.7 Moment....Actual ft-#= 594.1 Moment Allowable = 1,193.2 Shear Actual psi = 6.1 Shear Allowable psi= 45.1 Wall Weight = 84.0 Rebar Deplh 'd' in= 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 6.00 Masonry Data embedment reduced by stress ratio ^^^^ f m psi = 1,500 Fs psi = 20,000 Solid Grouting = Yes Modular Ratio'n' = 21.48 Short Term Factor = i .000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Nomial Weight Masonry Design Method = ASD Concrete Data ,_ f 0 psi = Fy psi = 0.0 Ibs 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 ffer your p*ogram. Titie 4"-8:" retain wl level backfill Job # ...New... Dsgnr: Description.... Page: Dale: 27 AUG 2014 This Wall in File: c:\users\lmallis\documents\retainpro 10 project files\lennar labala 10 carisbad. RetainPro 10 (c) 1987-2014. Build 10.14.8.13 ——————————>——— raiSlg BLOCK COMPANY. INC. Cantilevered Retaining Wall Design :ode: CBC 2013,ACI 318-11,ACI 530-11 Footing Dimensions & Strengths Toe Width 2.08 ft Heel Width 0.67 Tolal Footing Widlh = 2.75 Footing Thickness = 12.00 in Key Width 12.00 in Key Deplh = 12.00 in Key Distance from Toe = 1.00 ft fc = 2,500 psi Fy = 60,000 psi Fooling Concrete Density = 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Blm.= 3.00 in J [ Footing Design Results | Toe Factored Pressure = 1,155 Mu' • Upward = 1,944 Mu': Downward = 733 Mu: Design = 1,211 Actual 1-Way Shear = 5.71 Allow 1-Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: Nol req'd, Mu < S " Fr Key: Nol Req'd = Mu<S*Fr Heel 0 psf 0 ft-i* 0 ft-# 0ft-# 0.00 psi 0.00 psi Summary of Overturning & Resistina Forces & Moments Item OVERTURNING Force Distance IVloment lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil •• 562.6 1.89 ,063.3 Total 562.6 O.T.M. 1,063.3 Resisting/Overturning Ratio = 1.75 Vertical Loads used for Soil Pressure = 1,073.9 lbs Force Ibs ..RESISTING Distance ft 119.6 392.3 412.0 150.0 Moment ft-# 2.75 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 Weighl = Vert. Componenl = Total = 1,073.9 Ibs R.M.= 1 861 9 Axial live load NOT included in total displayed, or used for overturnina resistance, bul is included for soil pressure calculation. 1.04 2.41 1.37 1.50 124.4 946.7 565.8 225.0 :sji Use menu item Settings > Printing & Title I to sel^.these five lines of information for your program. 1 me o retain wi ievei faackfiil Job # ...New... Dsgnr: Description.... Page: Date: 27 AUG 2014 This Wall in File: c:\users\tmallis\documenls\relainpro 10 projeci files\lennar tabata 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 Licenl^ To :0°R^co BLOCK COMPANY, INC. Cantilevered Retaining Wall Design I Criteria Retained Height Wall heighl above soil Slope Behind Wall Height of Soil over Toe Water height over heel imm'mw:m^iim:mEm^'!mwmm.'%':^mrn 5.33 ft 0.00 ft 0.00 : 1 6.00 in 0.0 ft I Soil Data ^ 11 11 Allow Soil Bearing = 2,000.0 psf Equivaleni Fluid Pressure Melhod Heel Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil heighl to ignore for passive pressure 35.0 psf/ft 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in ;ode: CBC 2013,ACI 318-11,ACl 630-11 Surcharge Loads Surcharge Over Heel = o.O psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning [LateraKoa^Appliec^ Axial Load Applied to Stem 1 Axial Dead Load = 0.0 lbs /Vxial Live Load = 0.0 Ibs Axial Load Eccenlricily = 0.0 in Design Summary | Wail Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.56 OK 1.60 OK 1,219 Ibs 9.87 in 1,202 psf OK 0 psf OK 2,000 psf Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than Allowable ACl Factored @ Toe = 1,442 psf ACl Factored @ Heel = 0 psf Footing Shear @ Toe = 6.7 psi OK Footing Shear @ Heel = o.O psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force less 100%) Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = 701.2 Ibs 820.3 I'DS 304.7 lbs 0.0 lbs OK 0.0 Ibs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,ACI 1.400 1.700 2.200 1.300 1.000 Lateral Load = o.O #/ft ...Heighl lo Top = 0.00 ft ...Height lo Bollom = 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load ^Ttimm Adjacent Fooling Load Footing Widlh Eccentiicity Wall to Fig CL Dist Footing Type Base Above/Below Soil al Back of Wall Poisson's Ratio 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed al Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Top Stem Stem OK 0.00 Masonry 8.00 # 4 16.00 Edge Moment Allowable Shear Actual Shear Allowable Wall Weighl Rebar Depth 'd' LAP SPLICE IF ABOVE LAP SPLICE IF BELOW In •• HOOK EMBED INTO FTG in = lbs = ft-# = psi = psi = in = in = 0.740 497.2 883.3 1,193.2 7.9 45.3 84.0 5.25 24.00 6.00 Masonry Data embedment reduced by stress ratio fm Fs Solid Grouting psi: psi = 1,500 20,000 Yes Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy 21.48 1.000 7.60 Normal Weight ASD psi : psi : Uss menu item Settings > Printing & to set these five lines of information fbr your program. 'itie Block Titie 5'-4:" retain w/ level backfill Job # ...New... Dsgnr: Description..,. Date: Page: 27 AUG 2014 This Wall in File: c:\users\tinallis\documenls\retainpro 10 projeci filesMennar labala 10 carlsbad. RetainPro 10 (c) 1937-2014, Build 10.14.8.13 " License : KW-06059401 License To : ORCO BLOCK COMPANY, INC Cantilevered Retaining Wall Design >ode: CBC 2013,ACi 318-11,ACI 530-11 [^Footing Dimensions & Strengths b i Footing Design Results 'm!ci&SMM-^m^»!Sxr7x-wivitiKimmmmmM.smm)ama'>'m ^-n n iiiiiiiiiiiiiniiw niiiiiiiiiiiiiiiMiiiiiiiiMii Toe Width Heel Widlh Total Footing Widlh = Footing Thickness = Key Width Key Depth = Key Distance from Toe = fc = 2,500 psi Fy Footing Concrete Density = Min. As %i = Cover @ Top 2.00 (i 2.33 fl 0.67 3.00 12.00 in 12.00 in 15.00 in 1.00 ft 60,000 psi 150.00 pcf 0.0018 ! Btm.= 3.00 in Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforoing Heet Reinforcing Key Reinforcing Toe 1,442 2,997 905 2,092 6.65 75.00 None Spec'd None Spec'd None Spec'd Other Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: Nol req'd, Mu < S * Fr Key: Not Req'd = Mu<S'Tr Heel 0 psf 0 ft-# 0 ft-# Oft-# 0.00 psi 0.00 psi Summary of Overturning & Resistina Forces & Moments Item Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil: OVERTURNING Force Distance Moment lbs ft ft-# 701.2 Total 701.2 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = RESISTING Force Distance Moment lbs ft fi4t 2.11 1,479.5 Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = 3.00 Soil Over Toe = Surcharge Over Toe = 134.0 1.17 156.1 O.T.M. 1,479.5 Stem Weight(s) Earth @ Stem Transitions = 447.7 2.66 1,192.4 = 1.56 1,218.7 Ibs Footing Weighl = Key Weight = Vert. Component = 449.5 187.5 1.50 1.50 673.5 281.3 To-i:al= 1,218.7 lbs R.M.= 2,303 3 Axial hve toad tslOT included in total displayed, or used for overturnina resislance, but is included for soil pressure calculation. Use menu item Settings > Printing 8. Title Block tasetithe^e five lines of information for your program. Titie 6'-0:" retain wl level backfill Job # ...New... Dsgnr: Description.... Page:. Date: 28 AUG 2014 This Wall in File: c:\users\tmallis\documenls\retainpro 10 project filesMennar labata 10 carisbad. RetainPro 10(c) 1987-2014, Build 10,14.8.13 ~ ~] . „ . . . ... ,, „ Cantllevered Retaming Wall Design 'fCTIcO BLOCK COMPANY, INC. ;ode: CBC 2013,ACI 318-11 ,ACI 530-11 Criteria Retained Height - 6.00 ft Wall heighl above soil = 0.00 ft Stope Behind Wall = 0.00 : 1 Heightof Soil over Toe = 6.00 in Water height over heel = 0.0 ft [^urchar^^oads^ Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Ecceniricity = 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less Than Allowable ACI Factored @ Toe ACl Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable 1,455 psf 0 psf 11.0 psi OK 0.0 psi OK 75.0 psi Sliding Calcs (Vertical Componenl NOT Used) Lateral Sliding Force less 100°/o Passive Force = less 100%) Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E CBC 2013,AC1 1.400 1.700 2.200 1.300 1.000 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heet Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoii Friction Soil heighl lo ignore for passive pressuie 35.0 psf/ft 250.0 psf/ft 115.00 pcf 115.00 pcf 0.250 12.00 in 1.70 OK 1.63 OK 1.597 Ibs 8.96 in 1,212 psf OK 0 psf OK 2,000 psf 857.5 lbs 1,000.0 lbs 399.3 lbs 0.0 lbs OK 0.0 Ibs OK B [ Lateral Load Applied to Stem ]| [Adjacent Footing Load Lateral Load = 0.0 #/ft ...Heighl to Top = 0.00 ft ...Heighl to Bottom = 0.00 ft The above lateral load has been Increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Footing Widlh Eccentricity Wall lo Ftg 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 J Stem Construction Design Height Above Fte Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data AD/FB + fa/Fa • Top Stem 2nd Stem OK 2.00 Masonry 8.00 # 4 16.00 Edge Stem OK 0.00 Masonry 12.00 # 4 16.00 Edge = 0.313 0.604 Total Force @ Section lbs = 280.0 630.0 MomenL...Actual fl-#= 373.3 1,260.0 Momenl .Allowable ft-^= 1,193.2 2,087.8 Shear Actual psi= 4.4 5.8 Shear Allowable psi= 44.9 45.3 WallWeight psf= 84.0 133.0 Rebar Depth 'd' in = .5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 24,00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG In = 6.00 Hook embedment reduced by stress rallo Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc psi = psi = 1,500 20,000 Yes 1,500 20,000 Yes 21.48 21.48 1.000 1.000 1= 7.60 11.60 = Normal Weight = ASD Fy psi = psi = Use menu item Settings > Printing & Title Block ies of il fbr your i^^ogram. to se|^these five lines of information Titie 6'-0'' retain wl level backfill Job # ...Now... Dsgnr: Description..,. Page: Dale: 28 AUG 2014 This Wall in File: c:\users\lmallis\documenls\relainpro 10 projeci filesMennar tabata 10 carlsbad. RetainPro 10 (c) 1987-2014, Build 10.14.8.13 License : KW-06059401 License To : ORCO BLOCK COMPANY, INC. Cantilevered Retaining Wall Design -ode: CBC 20i3,ACl 318-11,AC1 530-1 - Footing Dimensions & Strenqths Toe Width = 2.25 ft Heel Width = 1.00 Total Footing Widlh = 3.25 Footing Thickness = 12.00 In Key Widlh = 12.00 in Key Depth = IS.OOin Key Distance from Toe = 1.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Densily = 150.00 pcf Min. As % = 0.0018 Cover®Top 2.00 @ Btm.= 3.00 In Footing Design Results Toe Factored Pressure Mu': Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 1.455 3,108 908 2,201 10.97 75.00 None Spec'd None Spec'd None Spec'd Other-Acceptable Sizes & Spacings Toe: Not req'd, Mu < S Fr Heel: Nol req'd, Mu < S * Fr Key: #4@ 9.51 in, #5@ 14.60 in, #6(J Heel 0 psf 0 it4t 0 ft-# Oft-# 0.00 psi 0.00 psi 20.62 in, #7@ 28.03 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure Surcharge over Heel Surcharge Over Toe Adjaceni Footing Load Added Lateral Load Load @ Stem Above Soil • 857.5 2.33 2,000.8 Totai 857.5 O.T.M. 2,000.8 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 1.70 1,597.2 lbs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjaceni Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Fooling Weighl = Key Weighl Vert. Component = Force lbs ..RESISTING Distance ft 129.4 602.0 153.3 487.5 225.0 Moment fl-# 3.25 1.13 2.66 3.08 1.63 1.75 145.5 1,599.5 472.8 792.2 393.8 Total = 1,597.2 lbs R.M.= 3,403.8 ' /\xlal live load NOT included in total displayed, or used for overturning resislance, but is included for soil pressure calculation.