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HomeMy WebLinkAboutCT 06-27; MUROYA SUBDIVISION; STRUCTURAL CALCULATIONS; 2012-12-31C-iO(oV7 I STRUCTURAL CALCULATIONS FOR - TAYLOR MORRISON HOMES MUROYA CT 06-27 OF C lox, ORCO BLOCK INC. 4510 RUT/LE ST. RIVERSIDE, CA. 92509 TEL. (951) 685-1521 FAX. (951) 685-4295 DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF + 300 PSF /NCR. FOR MOTH PER SOILS REPORT ALLOWABLE LATERAL PASSIVE = 350 PCF. EQUILIVALENT FLUID PRESSURE FOR LEVEL BACKFILL, = 35 PSF PER SOILS REPORT NOTES: Fm = 1500 PSI WITH LEVEL 1 SPECIAL INSPECTION - U.N.O. CONCRETE BLOCK SHALL CONFORM TO ASI74 C 90 & USE OBP "7YPE 5" MORTAR PEP.457111 C270. USEA5771A615 GRADE 60 STEEL MIN, GROUT STRENGTH TO BE 2000 PSI MIN. PER .45T74 C 476. FOOTING CONCRETE: 2500 PSI MIN, @28 DAYS. USE TYPE 11,4' CEMENT PROVIDE 3' MIN. CONCR.ETEREBAR COVER FOR ANY FOOliNG AGAINST NA TURAL SOIL. LEVEL BACKFILL FOR RETAINING WALLS: USE SELECT GRANULAR B.AOCFILL PER SOILS ENGR. PROVIDE A DP.AINSTAR SUSDRAINASSHOWN. WA TERPR OFF 8.4 Oc'PILL SIDE OF WALL WI "W4TQIDOG ND' OR EQUAL PROVIDE PROPER SHORING DURING CONSTRUCTION. - #4 HORZ. CONJ. ' @ 24" '0/C 8816 C/AU SOLID GROUTED W/ NO SPCL. INSPECTION REQD. 'C' BAR @EDGE OF 8" CMU FULL HEIGHT NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PER CBC TABLE 1704.5.1 OF THE MASONRY STEM PRIOR 70 GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENTAND TO 'F' DOWELS @ EDGE ENSURE THE GROUT SPACE IS THE PROPER - OF 12" OR 8" C/AU SIZE wrrHoLrr OBSTRUCTION OTHER fli4N 12816 C/AU SOLID NORMAL MORTAR FINS. GROUTED W/ NO SPCL. INSPECTION REQD. 4" 0/A. SOR 35 PERF PIPE W/ 1 CF. 3/4" GRAVEL WRAPPED W/ MIRAFI 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. TA YL OR MORRISON MUROYA CT 06-27 (2) # 4 HORZ. CONT @ 24" 0/C 7k12" 'H' BAR #4 HORZ CONT TOP AND BOTTOM @ 12" 0/C AS SHOWN Iii I r * E. 12-31-2012 * 'A" 'B ' 'C ' 'D ' 'E' 'F ' D 0 WEL 'C ' VER T 'H ' BAR 2'- 0' 2'---; 0' N/A 1 - 6" N/A #4032" 0/C N/A N/A 12" 2'- 8" 2'- 8' N/A 2'- 0" N/A #432" 0/C 41" N/A i432" 0/C 18 6I 12 3'- 4' 3'- 4" N/A 3" N/A #432" 0/C i1 9' N/A y4@32" 0/C 21" 12" 4'-Q' 4'-O" N/A 2'-9" N/A #432 0/C [7' N/A 0@32" 0/C 27" 12 4'-8'48 N/A 3'-3" 6" #416"0/C [5' N/A '4@16"0/C fl" I 12" _____ 6" 5'- 4' 5 '-.4" N/A 9" 6" #416 0/C L 3' N/A f516" 0/C 39" 6I 12" 6'-O''°"2' -O"4' -O" " #60/C I[ #4@16"O/C f5I16"0/C42 I. 12" 6" Thumbnail Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for-Sliding & Overturning Pial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.66 OK Sliding = 2.65 OK Total Bearing Load = 573 lbs resultant ecc. = 5.42 in Soil Pressure @ Toe = 1,279 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,791 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 3.4 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 207.5 lbs less 100% Passive Force = - 350.0 lbs less 100% Friction Force = - 200.4 lbs Added Force Req'd = 0.0 lbs OK for 1.5 :1 Stability = 0.0 lbs OK. Load Factors ........_..__._.__. - -- Building Code CBC 2010 Dead Load 1.200 Live Load . 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall toFtgCLDist = . 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem ....- - ---- - Stem OK Design 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 = 0.132 Total Force © Section lbs = 120.0 Moment .... Actual ft-# 96.7 Moment.....Allowable = 734.5 Shear.....Actual psi = 1.9 Shear.....Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth 'd' in = 5.25 LAP SPLICE IF ABOVE in = 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FIG in . 8.40 Lap splice above base 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 ç, . Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data . . ....J. Lateral Load Height to Top e 2' Height to Bottom = 0.50 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf TM MALLIS P.E. Title : muroya 2' retain level cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 2'-0" retaining WI level backfill wl 25h seismic This Wall in File: C:\Documents and SettingsTMALLlS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 2.00 ft Wall height above soil = 0.00 ft Slope Behind Wail = 0.00: 1 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115100 pcf Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Lateral Load Applied to Stem 1 Adjacent Footing Load F'iü 200' A PL'j:ctios, c ..ci'r;c. y 0k() Al -::Ats I:"rjc (5(J 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 Weighi = Key Weight = 156.0 0.33 52.0 225.0 0.75 168.8 2.00 vert. Component = Total = 572.7 lbs R.M. 428.4 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. TIM MALLIS P.E. Title : muroya 2' retain level cond Pag'e: ORCO BLOCK CO Job # ....New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... ( 2'-0" retaining w/ level backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALIJS\My I Retain Pro 9©1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 1.50 Total Footing Width = 1.50 Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,791 . 0 psf Mu': Upward = 0 21 ft-# Mu': Downward = 0 266 ft-# Mu:. Design 0 245 ft-#. Actual 1-Way Shear = 0.00 3.43 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Kcy: No !:ey defined Summary of Overturninq & Resistinci Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item . lbs ft ft-# lbs ft ft-# Heel Active Pressure = 157.5 1.00 157.5 Soil Over Heel = 191.7 1.08 207.6 Surcharge over Heel Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 50.0 2.00 . 100.0 Load @ Stem Above Soil = Total = 207.5 O.T.M. = 257.5 Resisting/Overturning Ratio = 1.66 Vertical Loads used for Soil Pressure = 572.7 lbs DESIGNER NOTES: ?IkOFESS/ 0. CE3,25 (P Fin Ep. 12#712 J Re 't) '' ( !.!Cf. ,L,,,l R'qit Thumbnail Adjacent Footing Load Adjacent Footing 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 - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OK Design Height Above FtG 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 = 0.250 Total Force @ Section lbs = 213.8 Moment .... Actual ft4= 244.5 Moment.....Allowable = 979.0 Shear.....Actual psi= 3.4 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in.= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FIG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data ...................................._.___._ ...............- f'm psi = 1,500 Fs psi = 24,000 Solid Grouting . = Yes 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 I Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 1.79 OK Sliding = 2.07 OK Total Bearing Load = 918 lbs resultant ecc. = 6.71 in Soil Pressure @ Toe = 1,388 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,943 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 4.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 324.7 lbs less 100% Passive Force= - 350.0 lbs less 100% Friction Force = - 321.2 lbs Added Force Req'd = . 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK Lateral Load Applied to Stem_ Lateral Load .cr ... HeighttoTop 2S '% LOO~) Height to Bottom = The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Load Factors ...................-.-- Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 ' blcjcns, c. A LA ucU Modular Ratio 'n' = 21.48 ShortTerm Factor = 1.333 Equiv. Solid Thick, in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data f'c psi= Fy . psi O FES,7 Irk 12 IVIL CA t3jfl'Qf.,)fl TIM MALLIS P.E. Title : muroya 2'8" retain level cond Page: ORCO BLOCK CO Job# •: ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description. 2'-8" retaining WI level backfill wl 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 2.67 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 Soil Data Allow Soil Bearing = 2000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 2.00 Total Footing Width Footing Thickness = 12.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 2.00 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 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 = 208.3 0.33 69.4 300.0 1.00 300.0 2.00 vert. t.omponent = Total = 917.7 lbs R.M.= 915.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. TIJVI MALLIS P.E. Title : muroya 21" retain level cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 2-8" retaining W/ level backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALLISMy I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 1,943 0 psf Mu': Upward = 0 136 ft-# Mu': Downward = 0 720 ft-# Mu: Design = 0 584 ft-# Actual 1-Way Shear = 0.00 4.71 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu <5 * Fr Kcy: No key defined Summary of Overturnina & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 235.7 122 288.3 Soil Over Heel = 409.4 1.33 545.9 Surcharge over Heel Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 89.0 2.50 222.5 Load © Stem Above Soil = Total 324.7 O.T.M. = 510.8 Resisting/Overturning Ratio = 1.79 Vertical Loads used for Soil Pressure = 917.7 lbs DESIGNER NOTES: * Rtan o ft . 2:9 F' l)l!..,1Ofl:3, inc. ')tO = 21.48 = 1.333 in= 7.60 = Medium Weight = ASD psi= psi= .T3irr).,)1 TIM MALLIS P.E. Title : muroya 3'4" retain level cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 3'-4" retaining W/ level backfill This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 -2011 Ver: 9.20 8155 Registration #:RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block 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 & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.52 OK Sliding = 1.65 OK Total Bearing Load = 1,204 lbs resultant ecc. = 8.91 in Soil Data Allow Soil Bearing = 2,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingSoiI Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load 'Li si .V139.0 #/fj) ...Height to Top 2.50 ...Height to Bottom = 1.50 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 Soil Pressure @ Toe = 2,100 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,300 psf Soil Pressure Less Than Allowable ACt Factored © Toe = 2,940 psf ACI Factored © Heel = 0 psf Footing Shear © Toe = 0.0 psi OK Footing Shear@ Heel = 7.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 467.1 lbs less 100% Passive Force = - 350.0 lbs less 100% Friction Force = - 421.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Stem Construction Top Stem Stem OK Design Height Above Ftc 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 0.504 Total Force @ Section lbs = 333.1 Moment .... Actual ft-#= 493.4 Moment.. Allowable = 979.0 Shear.....Actual psi = 5.3 Shear.....Allowable psi= . 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data - ...................... fm psi = 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' Load Factors Short Term Factor Building Code CBC 2010 Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Concrete Data Wind, W 1.600 ft Seismic, E 1.000 Fy R1ai -'fl) o'cre 'Jfl() -7 Pul CWj n., ic.. .?n,c.d L Ok.O c'rc"i" l..? .Ci)'.0 TIJfl MALLIS P.E. Title : muroya 3'4" retain level cond Page: ORCO BLOCK CO Job # ....New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 3'-4' retaining W/ level backfill This Wall in File: C:Documents and Settings\TMALLlSMy I Retain Pro 9 © 1989 .2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 2.25 Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from Toe = 1.25 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,940. 0 psf Mu': Upward = 0 115 ft-# Mu': Downward = . 0 1,143 ft-# Mu: Design = 0 1,027 ft-# Actual 1-Way Shear = 0.00 7.77 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not reqd, Mu < 5 * Fr Heel: Not reqd, Mu < S * Fr Key: Not req'd, Mu <S • Fr Summary of Overturnina & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure . = 328.1 1.44 473.6 Soil Over Heel = 606.3 1.46 884.2 Surcharge over Heel Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 139.0 3.00 . 417.0 * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 259.7 0.33 86.6 Earth @ Stem Transitions= Total = 467.1 O.T.M. 890.6 Footing Weighl = 337.5 1.13 379.7 Resisting/Overturning Ratio = 1.52 Key Weight = 1.75 Vertical Loads used for Soil Pressure = 1,203.6 lbs Vert. Component = Total = 1,203.6 lbs R.M. 1,350.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: 'ClevcE31fts , O12 Ftn fl) '.3ft..:re HA Pt cljons. inc. All Rl:ils R•v? . C. Lateral Load Applied to Stem .1 Adjacent Footing Load Lateral Load ¶1..Js4 =-?00 ... Height to Top (3.25ft ) Adjacent Footing Load Footing Width = 0.0 lbs = 0.00 ft ...Height to Bottom = 2.7it" Eccentricity = 0.00 in The above lateral load Wall to Ftg CL Dist = 0.00 ft has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Wind on Exposed Stem = 0.0 psf at Back of Wall - - 0.0 ft Poisson's Ratio = 0.300 L Stem Construction I Top Stem..... .... -...................-.......................... Stem OK Design Height Above Ftc 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 = 0.688 Total Force @ Section lbs = 380.0 Moment .... Actual ft-#= 673.3 Moment.....Allowable = 979.0 Shear.-....Actual psi = 6.0 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data fm psi= 1,500 Fs psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 ikOFE Short Term Factor = 1.333 4'S. Equiv. Solid Thick in= 7.60 ff/t Masonry Block Type = Medium Weight MasonryDesignMethod = ASD (cc ( E1925 CI rn Concrete Data - ........................- ........-- ......................................!l/2Q J Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 2.04 OK Sliding = 1.75 OK Total Bearing Load = 1,683 lbs resultant ecc. = 8.09 in Soil Pressure @ Toe = 1,601 psf OK Soil Pressure © Keel = 0 psf OK Allowable = 2,300 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,242 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 6.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 537.5 lbs less 100% Passive Force = - 350.0 lbs less 100% Friction Force = - 589.0 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK TIM MALLIS P.E. Title : muroya 4'0" retain level cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 4'-0" retaining wl level backfill wl 25h seismic This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9©1989-2011 Ver: 9.20 8155 Registration #: RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 4.00 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 Soil Data Allow Soil Bearing = 2300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Thumbnail Re,,.i Pro 'jir'.','re 2flO rBA F'UbhC)ri.0fl5, LCI ')k(.,) Bkt; :J.ReiinPmn.orn Afl .i1S TIM MALLIS P.E. Title muroya 4'0" retain level cond Page: ORCO BLOCK CO Job # ....New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description... 4'-0" retaining W/ level backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9©1989-2011 Ver:9.20 8155 Registration #: RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width . = 2.75 Total Footing Width = 2.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 0.00 in Key Distance from The = 1.75 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,242 0 psf Mu': Upward = 0 731 ft-# Mu' : Downward = 0 2,162 ft-# Mu: Design = 0 1,431 ft-# Actual 1-Way Shear = 0.00 5.97 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 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 Summary of Overturnina & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 437.5 1.67 729.2 Soil Over Heel = 958.3 1.71 1,637.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 100.0 4.00 400.0 *Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 312.0 0.33 104.0 Earth @ Stem Transitions= Total 537.5 O.T.M. = 1129.2 Footing Weight = 412.5 1.38 567.2 Resisting/Overturning Ratio = 2.04 Key Weight 2.25 Vertical Loads used for Soil Pressure = 1,682.8 lbs Vert. Component = Total = 1,682.8 lbs R.M.= 2,308.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure caiculation. DESIGNER NOTES: Flo i,-i .: HEA c. CP. ObU TIM MALLIS P.E. Title muroya 4'8" retain level cond Page: ORCO BLOCK Co Job # : ...New... Dsgnr: tsm . Date: FEB 21,2011 RIVERSIDE, CA Description.... 4'-8" retaining WI level backfill WI 25h seismic This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989 -2011 Ver: 9.20 8155 Registration #: RP-1194016 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 4.67 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 & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary .. - Wall Stability Ratios Overturning = 1.78 OK Sliding = 1.75 OK Total Bearing Load = 2,314 lbs resultant ecc. = 10.78 in Soil Data Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load 'S?L I ~J'I p73.0 #/ft Height to To..e ç4.4 / 3.50 ft ." Height to Bottom = t,250ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft. Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - '0.0 ft Poisson's Ratio = 0.300 Soil Pressure © Toe = 2,123 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,600 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,973 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear © Heel = 8.1 psi 01< Allowable 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 835.6 lbs less 100% Passive Force = - 656.3 lbs less 100% Friction Force = 809.9 lbs Stem Construction Top Stem OK Design Height Above Ft ft = 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = . Edge Design Data . .... ........ -. fb/FB + fa/Fa =. 0.740 Total Force @ Section lbs = 654.7 Moment .... Actual ft-#= 1,413.1 Moment.....Allowable = 1,908.6 Shear.....Actual psi= 10.4 Shear.....Allowable psi= 51.6 Wall Weight = . 78.0 Rebar Depth 'd' in 5.25 LAP SPLICE IF ABOVE in = . 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ........................... - . .... .. ...........- .... for 1.5:1 Stability = 0.0 lbs OK fm psi = 1,500 Es psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 2148 Load Factors .....-.--.... Short Term Factor = 1.333 Building Code CBC 2010 Equiv. Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Earth, H 11600 Masonry Design Method = ASD \ Wind, W . 1.600 fc ConcreteData ...............................................................- Seismic, E . 1.000 Fy psi= psi= Fein Fro o'ar cxi -iFA i bIc:ions, nc. ..crcci rr O 3Io;I< icf: Sznn, CA ;CCO TIM MALLIS P.E. Title : muroya 4'8" retain level cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 4'-8' retaining wl level backfill WI 25h seismic This Walt in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9©1989 -2011 Vet: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 3.25 Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.25 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 © Btm= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,973 0 psf Mu': Upward = 0 1,077 ft-# Mu': Downward = 0 3,637 ft-# Mu: Design . = 0 2,560 ft-# Actual 1-Way Shear = 0.00 8.10 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = #7 @ 16.00 in Heel Reinforcing = #6 @ 16.00 in Key Reinforcing = None Spec'd 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 Summary of Overturninci & Resistinci Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 562.6 1.89 1,063.3 Soil Over Heel = 1,387.4 1.96 2,717.0 Surcharge over Heel = . Sloped Soil Over Heel = Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 273.0 4.00 1,092.0 * Axial Live Load on Stem = Load © Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 364.3 0.33 121.4 ..- .. Earth @ Stem Transitions= Total = 835.6 O.T.M. = 2,155.3 Footing Weight = 487.5 1.63 792.2 Resisting/Overturning Ratio . = 1.78 Key Weight = 75.0 2.75 206.3 Vertical Loads used for Soil Pressure = 2,314.1 lbs Vert. Component = . Total = 2,314.1 2,314.1 . lbs R.M.= 3,836.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES ZZY CE3ig25 Exp. 12J31/12 Ll tc,.'jors Inc. x!ts Stem Construction •Top Stem Design Height Above Ftc ft= 0.00 Wall Material Above Ht' = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data ................ ....................- ........ fb/FB+fa/Fa = 1.114 Total Force @ Section lbs = . 852.2 Moment .... Actual ft-#= 2,125.8 Moment.....Allowable = 1,908.6 Shea r.....Actual psi= 13.5 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 36.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.82 OK Sliding = 1.60 OK Total Bearing Load = 2,943 lbs ... resultant ecc. = 12.17 in Soil Pressure @ Toe = 2,279 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,600 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,191 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 0.0 psi OK Footing Shear © Heel = 9.0 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,056.2 lbs less 100% Passive Force= - 656.3 lbs less 100% Friction Force = • 1030.1 lbs Lateral Load SFD S #/ft ... Héightto Top 4.00 ft Height to Bottom = l,3.00.ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0.0 ft Poisson's Ratio = 0.300 ;'t,w WI1Pi'.'ffl TIM MALLIS P.E. Title : muroya 5'4" retain level cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 5'-4" retaining wl level backfill wl 25h seismic This Wall in File: C:\Documents and SettingsTMALLlS\Pdly I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 5.33 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 Soil Data Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingilSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem A l MIMI Thumbnail Adjacent Footing Load Added Force Req'd = 0.0 lbs OK for 1.5 : 1 Stability = 0.0 lbs OK Load Factors .. ....... Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 P-) tJ3r .:- Inc.. V•' Masonry Data .... fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Tern, Factor = 1.333 Equiv. Solid Thick. in= 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD .oncrete uata .....................- ._ .._._..__. ft psi Fy psi= ciceried tc: L'I' OCIKO Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 3.75 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 2.75 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ lop 2.00 © Btm. 3.00 in TIM MALLIS P.E. Title : muroya 5'4" retain level cond Page: ORCO BLOCK Co Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description..., 5'-4" retaining w/ level backfill W/ 25h seismic This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 3,191 0 psf Mu': Upward = 0 1,860 ft-# Mu: Downward = 0 5,641 ft-# Mu: Design = 0 3,781 ft-# Actual 1-Way Shear = 0.00 9.00 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = # 7 @ 16.00 in Heel Reinforcing = # 6 @ 16.00 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <5 * Fr Heel: #4© 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8© 46.25 in, #9© 4 Key: Not req'd, Mu <S * Fr Summary of Overturnina & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance - Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 701.2 2.11 1,479.5 Soil Over Heel = 1,889.9 2.21 4,173.6 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = . 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 355.0 4.50 1,597.5 * Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 415.7 0.33 138.6 ....... .......--...--- Earth @ Stem Transitions= Total = 1,056.2 O.T.M. = 3,077.0 Footing Weight = 562.5 1.88 1,054.7 Resisting/Overturning Ratio = 1.82 Key Weight = 75.0 3.25 243.8 Vertical Loads used for Soil Pressure = 2,943.2 lbs Vert. Component = Total = 2,943.2 lbs R.M.= 5,610.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Pro'jt'e1re ';039iEA ;'.io;i, iC. c ')O 31c-;k /Al R3iV'L' iirfl Cf. U€i;O Criteria Retained Height 6.00 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 [Soil Data Allow Soil Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding &'Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.68 OK Sliding = 1.58 OK Total Bearing Load = 3,496 lbs resultant ecc. = 14.14 in Soil Pressure @ Toe = 2,835 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,900 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,969 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel 15.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,307.5 lbs less 100% Passive Force= - 842.2 lbs less 100% Friction Force = 1,223.5 lbs Added Force Req'd = 0.0 lbs OK :...for 1.5: 1 Stability = 0.0 lbs OK TIM MALLIS P.E. Title : muroya 6'0" retain level cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 6'-0" retaining wl level backfill This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989.2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind, W 1.600 Seismic, E 1.000 Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 Stem Construction 1 Top Stem -- 2nd - StemOK Ratio >1.O Design Height Above Ft ft = 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 4 # 4 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data ------ - -_____ fb/FB + fa/Fa = 0.889 1.221 Total Force @ Section lbs = 730.0 1,080.0 Moment .... Actual ft-#= 1,273.3 3,060.0 Moment.....Allowable ft-#= 1,431.8 2,505.4 Shear.....Actual psi= 11.6 10.0 Shea r.....Allowable psi= 38.7 38.7 Wall Weight psf = 78.0 124.0 Rebar Depth 'd' in= 5.25 9.00 LAP SPLICE IF ABOVE in= 36.00 36.00 LAP SPLICE IF BELOW in= 36.00 HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data •.-.-.-.--.--. fm psi = 1,500 1,500 Fs psi = 24,000 24,000 Solid Grouting = Yes Yes. Modular Ration' = 21.48 21.48 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= [1aterai Load Applied to Stem Lateral Load o.cj'ft Height to Top Q 4 4.50 ft) ...Height to Bottom = , j9Y The above lateral load -. has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 2' -1(A Fu1',icns, i... 1icersc. to: ')R(.() Block L., 90630 Footing Dimensions & Strengths Toe Width = 0.00 ft Heel Width = 4.00 Total Footing Width = 4.00 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = 3.00 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in TIM MALLIS P.E. Title : muroya 6'0" retain level cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description... 6'-0" retaining W/ level backfill This Wall in File: C:Documents and SettingslTMALLlS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 3,969 0 psf Mu': Upward = 0 1,356 ft-# Mu': Downward = 0 6,211 ft-# Mu: Design = 0 4,855 ft-# Actual 1-Way Shear = 0.00 15.77 psi Allow 1-Way Shear = 0.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < 5 * Fr Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key: Not req'd, Mu <S * Fr Summary of Overturninci & Resistina Forces & Moments OVERTURNING RESISTING..... Force Distance Moment . Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 857.5 2.33 2,000.8 Soil Over Heel = 2,070.0 2.50 5,175.0 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure- = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = Axial Dead Load on Stem= Added Lateral Load = 450.0 5.00 2,250.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 560.0 0.41 228.0 . --------.:.. Earth @ Stem -Transitions= 153.3 0.83 127.8 Total = 1307.5 O.T.M. = 4,250.8 Footing Weighi = 600.0 2.00 1,200.0 Resisting/Overturning Ratio = 1.68 Key Weight = .112.5 3.50 393.8 Vertical Loads used for Soil Pressure = 3,495.8 lbs Vert. Component =............- Total = 3,495.8 lbs R.M.= 7,124.5 - * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES \CE395 E*p. 1211/2012 R:ai -jo oij,3re 2iU HE Pub!: !jcn, inc. Ltcc?riec k ')iCO !c'< ich Sirnon CA :L CL DESIGN CRITERIA: ALLOWABLE SOIL BEARING = 2000 PSF # .300 PSF INCR. FOR WIDTH PER SOILS REPORT ALLOWABLE LATERAL PASSIVE = .350 PCF. EQUILIVALENT FLUID PRESSURE FOR 2 70- I BACKFILL = 50 PSF PER SOILS REPORT NOTES: Fm = 1500 PSI WITH LEVEL 1 SPECIAL INSPECTION- U.N.O. CONCRETE BLOCK SHALL CONFORM 70 ASThI C 90 & USE OBP "TYPES" MORTAR PEQASTM C 270. USE ASTM A515 GRADE 60 STEEL HIM. GROUT STRENGTH 70 BE 2000 PSI MIN. PER A5714 C 476. FOOTING CONCRETE: 2500 PSI MIN. (& 28 DAYS. USE 7YPEJIJV CEMENT. PROVIDE 3'MIN CONCRETE REBAR COVER FOR ANY FOOTING AGAINST NA 1TJRAL SOIL K2 NOTE: PROVIDE LEVEL ONE SPECIAL INSPECTION PER CBC TABLE I7Oq5.1 OF THE MASONRY STEM PRIOR 10 GROUTING TO VERIFY GRADE, SIZE AND PROPER PLACEMENT OF REINFORCEMENT AND TO ENSURE THE GROUT SPA CE IS THE PROPER SIZE WITh'OUT OBSTRUCTION OTHER THAN NORMAL MORTAR FINS. (2) # 4 HORZ CONT @ 24" 0/C 'F' DOWELS 0 EDGE - OF 12" OR 8" CMU 12816 CMU SOLID . MUROYA CT 06-27 GROUTED W/ NO SPCL. INSPEC77ON REQD. 4" DIA. SDR 35 PERF PIPE W/ 1 CF. : .3/4" GRAVEL WRAPPED W/ MIRAFJ 140N FILTER FABRIC - SLOPE TO DRAIN. WATERPROOF BACKSIDE OF WALL. FOR RETAINING WALLS: USE SELECT GRANULAR 840(FILL PER SOILS ENGR. PROVIDE A OP,AJN57AR SUBDRAINAS SHOWN . WATERPROFFBAG(FILL SIDE OF WALL WI 'W4TO400G HO OR EQUAL PROVIDE PROPER SHORING DURING CONSTRUCTION. 1 #4 HORZ. CONJ. @ 24" 0/C 8816. CMU SOLID GROUTED W/ NO SPCL. INSPEC77ON REQD. 'C' BAR @ EDGE OF 8" CMU FULL HEIGHT NOTE AL TERNA fl DOWEL 12" DIREC77ON 0 8' hr WALL ONLY 'H' BAR #4 HORZ. CONT TOP AND BOTTOM 0 12" 0/C AS SHOWN 'A ' 'B ' 'C' 'D 'F ' 'F' DOWEL 'C ' VERT 'H ''BAR 'T' 2'- 0' 2'- 0' N/A 1'- 9" 4" #4@32" 0/C t" N/A ?4@32" 0/C 15" 6" 6 " 2'-8" 2'-8' N/A 2'-3" 6" #4 32" 0/C 41" N/A r432" 0/C 21" ____ 6I . 6" 3'- 4' 3'- 4" N/A 2'- 9" 9" #432" 0/C N/A 6" 'I432" 0/C 27" 611F- 12"— ' '- 0 N/A 3'-i" 15" 4-01,4 #416 0/C i57' N/A 432" 0/C 33" 121 " 6I 6 " 12 ____ 4'_8'48 N/A 3'-9" 18" #516"0/C 65' N/A y416"0/C139 6" l2"- 6" 124" 5'-4' 3'-4" 2'-O" 4'—j" 21" #4@16" 0/C #416" 0/C f516" 0/C1 45" 9" 127" 6 6'-O' 3'-4" 2'-8" 4'-9" 24" #5©16" 0/C 141' #4@16" 0/C . fl5@16" 0/C 51" 6I 130" 9,' 12" ______ _____________ 8'-O' 3'-4" 4'-8" 6'-3" 39' # 68" 0/C 65' 18"—' #416" 0/C #58" 0/C 69" . I 1 4 12" ____ • 6" 42" ____ Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = . 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.61 OK Sliding = 1.81 OK Total Bearing Load = 641 lbs resultant ecc. = 5.95 in Soil Pressure © Toe = 1,128 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,579 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 4.6 psi OK Footing Shear @ Heel = 2.8 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 320.9 lbs less 100% Passive Force = - 388.9 lbs less 100% Friction Force = - 192.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK Modular Ratio '.n Load Factors ........- ........Short CBC 2010 Term Factor Building Code Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Earth, H 1.600 Masonry Design Method Wind, W 1.600 Concrete Data fc Seismic, E 1.000 Fy = 21.48 = 1.000 in= 7.60 = Medium Weight = ASO psi = psi= Ep. 1211/201 * TIM MALLIS P.E. Title : muroya 2' retain 2 to I cond Page: ORCO BLOCK CO Job# ....New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 2-0" retaining W/ 2 to I backfill WI 25h seismic This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9©1989-2011 Ver: 9.20 8155 Registration #:RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block - - Criteria Retained Height = 2.00 ft 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 Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.300 Soil height to ignore for passive pressure = 6.00 in Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction ,Top Stem L............-. Stem OK Design Height Above Ftc 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 = 0.159 Total Force @ Section lbs = 150.0 Moment .... Actual ft4 = 116.7 Moment.....Allowable = 734.5 Shear.....Actual . psi = 2.4 Shear.....Allowable psi = 38.7 Wall Weight = 78.0 Rebar Depth d' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Masonry Data ...._.. ... .. fni psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Lateral Load Applied to Stem Lateral Load 9& t - 5tiTO #/ft 1 ... Height to Top j/1.50ft I ...Height to Bottom = ( 0.50t/ The above lateral load '_...- has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Fiai,i i-a ?K)9 -EA P )ljofl,. inc. 'OjU TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 2' retain 2 to 1 cond Page: Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 Description.... 2'-0" retaining W/ 2 to 1' backfill W/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP.1194015 RP9.20 Cantilevered Retaining Wall. Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths I Toe Width = 0.50 ft Heel Width = ...........5.. Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 4.00 in Key Distance from Toe = 0.75 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 1,579 0 psf Mu': Upward = 282 1 ft-# Mu': Downward 65 155 ft-# Mu: Design = 218 .154ft-# Actual 1-Way Shear = 4.56 2.84 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 Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr K': N2t req'd, Mu <S * Fr Summary of Overturninq & Resistinq Forces & Moments OVERTURNING . RESISTING..... Force Distance Moment . Force Distance Moment Item lbs ft ft-# lbs ft ft4 Heel Active Pressure = 270.9 1.10 297.2 Soil Over Heel . = 134.2 1.46 195.7 Surcharge over Heel = Sloped Soil Over Heel = 9.8 1.56 15.2 Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 50.0 2.00 100.0 Load @ Stem Above Soil = Total =320.9 O.T.M. 397.2 Resisting/Overturning Ratio = 1.61 Vertical Loads used for Soil Pressure = 641.2 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: IBA P LA tcris, c. Ic; ')B .)Riow ..'r'.''. :Dicfl. Ci•. P(ZO Surcharge Over Heel, = Adjacent Footing Load = Axial Dead Load on Stern= * Axial Live Load on Stem = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 156.0 0.83 130.0 Earth @ Stem Transitions= Footing Weight = 262.5 0.88 229.7 Key Weight = 50.0 1.25 62.5 Vert. Component = Total = 641.2 lbs R.M.= 640.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure caiculation. TIM MALLIS P.E. Title : muroya 2'8" retain 2 to I cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 2'-8" retaining WI 2 to I backfill WI 25H seismic This Wall in File: C:\Documents and SettingsTMALLlS\My I Retain Pro 9 © 1989 -2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height = 2.67 ft 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 = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.57 OK Sliding = 1.90 OK Total Bearing Load = 1,016 lbs resultant ecc. = 7.85 in Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingliSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load SVtr ,,S'g.O #/ft ) Height to Top ( 2.00 ft Height to Bottom The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity . = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Soil Pressure @ Toe = 1,438 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,013 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 6.6 psi OK Footing Shear @ Heel = 6.1 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 532.5 lbs less 100% Passive Force = - 656.3 lbs less 100% Friction Force = - 355.6 lbs Stem Construction Top Stem i Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data .__ ... fbIFB + fa/Fa = 0.298 Total Force @ Section lbs = 267.2 Moment .... Actual ft-#= 292.1 Moment.....Allowable = 979.0 Shear ..... Actual psi = 4.2 Shear.....Allowable psi= 51.6 Wail Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 8.40 Lap splice above base reduced by stress ratio Added Force Req'd = 0.0 lbs OK Masonry Data ................ .. for 1.5: 1 Stability = 0.0 lbs OK fm psi = 1,500 Fs psi= 24,000 Solid Grouting = Yes Modular Ratio n = 21.48 Load Factors ..........--____ - Short Term Factor = 1.333 Building Code CBC 2010 Equiv. Solid Thick. in = 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1 600 Earth H 1 600 Masonry Design Method = ASD Wind, W 1.600 Concrete Data fc ' = .... .............-. Seismic, E 1.000 Fy psi psi= Raii :;:To :. -;i.A PoUi cns, inc. . Cer.1 U, '7 () i r ri& TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 2'8" retain 2 to 1 cond Page: Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 Description.... 2'-8" retaining WI 2 to 1 backfill W/ 25H seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9© 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 1.75 - Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 6.00 in Key Distance from Toe = 1.25 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,013 0 psf Mu: Upward = 377 17 ft-# Mu: Downward = 65 534 ft-# Mu: Design = 312 517 ft-# Actual 1-Way Shear = 6.64 6.11 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = #4 © 18.00 in Heel Reinforcing .= None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr K: No req'd, Mu <S * Fr Summary of Overturnina & Resistina Forces & Moments Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = *Axial Live Load on Stem = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 208.3 0.83 173.6 Earth @ Stem Transitions = Footing Weight = 337.5 1.13 379.7 Key Weight = 75.0 1.75 131.3 Vert. Component = Total = 1,015.9 lbs R.M.= . 1,323.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 443.5 1.40 622.6 Soil Over Heel = 332.6 1.71 568.3 Surcharge over Heel = Sloped Soil Over Heel = 33.7 1.89 63.7 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 0.50 89.0 2.50 222.5 532.5 O.T.M. = 845.1 Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 1,015.9 lbs Vertical component of active pressure NOT used for soil pressure ES CE. 1925 Exp. 12/1/21712 * fp..'i.i .' fii 2K HFA -'uL.lc!jcns, Inr. o. •::o hs V:.: C/. Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = . 1.56 OK Sliding = 1.72 OK Total Bearing Load = 1,492 lbs resultant ecc. = 9.62 in Soil Pressure © Toe = 1,736 psf OK Soil Pressure © Heel = 0 psf OK Allowable = 2,300 psI Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,430 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 8.7 psi OK Footing Shear © Heel = 9.4 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 794.8 lbs less 100% Passive Force = - 842.2 lbs less 100% Friction Force =. - 522.2 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Load Factors ........ Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W 1.600 Seismic, E 1.000 Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction P]. - -- Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above 'HI = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 32.00 Rebar Placed at = Edge Design Data .......................- .. ._._.. fb/FB + fa/Fa = 0.598 Total Force @ Section lbs = 416.2 Moment .... Actual ft-#= 585.7 Moment.....Allowable = 979.0 Shear.....Actual psi = 6.6 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 8.40 Lap splice above base 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 = 1.333 Equiv. Solid Thick in = 7.60 Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data - .............. fc psi Fy psi= Lateral Load 5iLt341- 14.0 ...Height to Top ( ft) / L1501: ...Height to Bottom = l, The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf CE.,925 to ) CAU0- TIM MALLIS P.E. Title : muroya 3'4" retain 2 to I cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description... 3'-4" retaining wl 2 to I backfill wl 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #:RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 3.33 ft 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 Soil Data Allow Soil Bearing = 2,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Thumbnail Surchaige Loads Lateral Load Applied to Stem Adjacent Footing Load Rer.i F'o ft-.','re . 209 Elkb!:cjcn:, nc. ii Sio. C,i•. !Otj( TIM MAL.LIS P.E. Title muroya 3'4" retain 2 to I cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 3'-4" retaining W/ 2 to I backfill wl 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width = 0.50 ft Heel Width = 2.25 Total Footing Width Footing Thickness = . 12.00 in Key Width = 12.00 in Key Depth = 9.00 in Key Distance from Toe = . 1.75 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btrn.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,430 0 psf Mu': Upward = 470 88 ft-# Mu': Downward 65 1,249 ft-# Mu: Design = 406 1,161 ft-# Actual 1-Way Shear = 8.70 9.36 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 Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: Not req'd, Mu <S * Fr Key: Not req'd, Mu <S * Fr Summary of Overturninq & Resistina Forces& Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 655.8 1.71 1,119.6 Soil Over Heel = 606.3 1.96 1,187.4 Surcharge over Heel = Sloped Soil Over Heel = 72.1 2.22 160.2 Toe Active Pressure = 0.50 Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load Axial Dead Load on Stem = Added Lateral Load = 139.0 3.00 417.0 *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 259.7 0.83 216.5 .. Earth @ Stem Transitions= Total . 794.8 O.T.M. 1,536.6 Footing Weight = 412.5 1.38 567.2 Resisting/Overturning Ratio = 1.56 . Key Weight = 112.5 2.25 253.1 Vertical Loads used for Soil Pressure = 1,491.9 lbs Vert. Component =.................... Vertical component of active pressure NOT used for soil pressure Total = 1,491.9 lbs R.M.= - ..3915 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure ca(culation. DESIGNER NOTES ES CE3g25 ECP. 12131/2012 J Ell Re,ui F'.) 'iL.;'ae 2,j9 -:3A FLIblk;'.Tjcns, inc. Jc1sH.I ic.'. EI3G' rRtnro.m -1 1 Ns . C? Criteria Retained Height = 4.00 ft 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 = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning . = 1.55 OK Sliding = 1.81 OK Total Bearing Load = 2,099 lbs resultant ecc. = 11.37 in Soil Pressure @ Toe = 2,065 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,300 psf Soil Pressure Less Than Allowable ACl Factored © Toe = 2,890 psf ACl Factored © Heel = 0 psf Footing Shear @ Toe = 10.9 psi OK Footing Shear @ Heel = 12.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,112.5 lbs less 100% Passive Force= - 1,279.7 lbs less 100% Friction Force = - 734.6 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Load Factors Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind,W . 1.600 Seismic, E 1.000 Thumbnail Adjacent Footing Load I Adjacent Footing 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 Stern Construction Top Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge DesignData - ..................__________.. fb!FB + fa/Fa = 0.568 Total Force @ Section lbs = 600.0 Moment .... Actual ft-#= 1,083.3 Moment.....Allowable = 1,908.6 Shear.....Actual psi= 9.5 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 24.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = . 8.40 Lap splice above base reduced by stress ratio Masonry Data . .......................-.-..- ....- ...............--..-.--.- psi = 1,500 Fs ' psi = 24,000 Solid Grouting = Yes Modular Ratio 'n' = 21.48 Short Term Factor = 1.333 Equiv. Sdlid Thick. in= 7.60 Masonry Block Type = Medium Weight / Masonry Design Method = ASD Concrete Data .............................._._ ........-...---- Ic psi= Fy psi =* AY s 'P. 12131/207 Soil Data Allow Soil Bearing = 2,300.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingilSoil Friction 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load 1S ,L - ifo #/ft) ...Height to Top ç-'p (3.25 ft / ...Height to Bottom = '2.25 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title muroya 4'0" retain 2 to I cond Page: Job # ....New... Dsgnr: tsm Date: FEB 21,2011 Description.... 4'-O" retaining wl 2 to I backfill This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Retadn Pro oftiare 21 -LA hic. .JciE.d Lc t.)CO lock I. Rts TIM MALLIS P.E. Title : muroya 4'0" retain 2 to I cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 4'-0" retaining W/ 2 to I backfill This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Dimensions & Strengths Toe Width 0.50 ft Heel Width = 2.75 Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 15.00 in Key Distance from Toe = 2.25 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,890 0 psf Mu': Upward = 572 261 ft-# Mu': Downward = 65 2,404 ft-# Mu: Design = 508 2,143 ft-# Actual 1-Way Shear = 10.95 12.46 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Specd Heel Reinforcing = None Specd Key Reinforcing = None Spec'd 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 Summary of Overturninci & Resistinci Forces & Moments .....OVERTURNING...... .....RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 912.5 2.01 1,837.8 Soil Over Heel = 958.3 2.21 2116.3 Surcharge over Heel = Sloped Soil Over Heel = 124.8 2.56 318.9 Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 200.0 3.75 750.0 Load @ Stem Above Soil = Total 1,112.5 O.T.M. = 2,587.8 Resisting/Overturning Ratio = 1.55 Vertical Loads used for Soil Pressure = 2,098.9 lbs Vertical component of active pressure NOT Used for soil pressure DESIGNER NOTES: Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 312.0 0.83 260.0 Earth @ Stem Transitions= Footing Weighi = 487.5 1.63 792.2 Key Weight . 187.5 2.75 515.6 Vert. Component = Total = 2,098.9 lbs R.M.= 4010.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure cafcuiation. rVAY ST ( ( CE3925 cp £,q,. 12'3112 ) cr0 ofttJare .0 2iO PjL,'ijor,, hc •o:O 3ooj n;: Re'.inPro.:on .................. - ............_1in.00. C\c,jCO .......................................................................... Thumbnail Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.55 OK Sliding = 1.68 OK Total Bearing Load = 2,760 lbs resultant ecc. = 13.12 in Soil Pressure @ Toe = 2,353 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,600 psf Soil Pressure Less Than Allowable ACl Factored @ Toe = 3,294 psf ACl Factored @.Heel = 0 psf Footing Shear © Toe = 12.9 psi OK Footing Shear© Heel = 15.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,484.6 lbs less 100% Passive Force= - 1,531.3 lbs less 100% Friction Force = - 965.9 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5: 1 Stability = 0.0 lbs OK TtM MALLIS P.E. Title : muroya 4'8" retain 2 to I cond Page: ORCO BLOCK Co Job # ....New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 4'-8" retaining w/ 2 to I backfill w/ 25h seismic This Wall in File: C:Documents and SettingsTMALLlS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155. Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 4.67 ft 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 Soil Data Allow Soil Bearing = 2,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure 10.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcI FootingljSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load S(-tS"v .- Height to TopCD. 2,C Pt / 3.50 ft Height to Bottom = ( 2.50 ft The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf Load Factors ........ Building Code CBC 2010 Dead Load 1.200 Live Load 1.600 Earth, I-I 1.600 Wind, W 1.600 Seismic, E 1.000 G3fl I'1) -3i P! IICtOnb, I',c. Adjacent Footing Load = 0.0 lbs -- Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction Top Stern ................ Stem OK Design Height Above Ftc ft= 0.00 Wall Material Above "Ht" = Masonry Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data .............- .............. ...... .. ............- fb/FB + fa/Fa = 0.874 Total Force @ Section Ibs= 818.2 moment .... Actual ft-# = 1,667.7 Moment.....Allowable = 1,908.6 Shear.....Actual psi= 13.0 Shear.....Allowable psi= 51.6 Wall Weight = 78.0 Rebar Depth 'd' in= 5.25 LAP SPLICE IF ABOVE in= 36.00 LAP SPLICE IF BELOW in= HOOK EMBED INTO FTG in = 8.40 Lap splice above base 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 = 1.333 Equiv. Solid Thick. in= 7.60 "y S. I < Masonry Block Type = Medium Weight Masonry Design Method = A SID Concrete Data fc psi = . ................ 121311201,o CIVIL CALIF Licen.;.i to Oi<.O 3't)". C. UOU . \j"q iirtPr'.ccrn Footing Dimensions & Strengths Toe Width = 0.59 ft Heel Width = 3.25 Total Footing Width = 3.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 18.00 in Key Distance from Toe = 2.75 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in TIM MALLIS P.E. Title : muroya 4'8" retain 2 to 1 cond Page: ORCO BLOCK Co Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 4'-8" retaining w/ 2 to I backfill W/ 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 3,294 0 psf Mu': Upward = 663 570 ft-# Mu' : Downward '= 65 4,100 ft-# Mu: Design = 598 3,529 ft-# Actual 1-Way Shear = 12.95 15.59 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 Sizes & Spacings Toe: Not req'd, Mu < s * Fr - Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key: Not req'd, Mu < S * Fr Summary of Ovérturnina & Resistina Forces & Moments OVERTURNING RESISTING...;. Force Distance Moment ' Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,211.6 2.32 2,811.6 . Soil Over Heel = 1,387.4 2.46 3,410.6 Surcharge over Heel = Sloped Soil Over Heel = 191.9 2.89 554.3 Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load Added Lateral Load = 273.0 4.00 1,092.0 Load @ Stem Above Soil = Total = 1,484.6 O.T.M. = 3,903.6 Resisting/Overturning Ratio = 1.55 Vertical Loads used for Soil Pressure = 2,759.8 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: riO O'cii' . 'Di -Fil, ifjc;i,, '.itr'.i Ic )FiIO 13oc: j ,. Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = 28.8 0.25 7.2 Surcharge Over Toe = Stem Weight(s) = 364.3 0.83 303.6 Earth © Stem Transitions= Footing Weighl = 562.5 1.88 1,054.7 Key Weight = 225.0 3.25 731.3 Vert. Component = Total = 2,759.8 lbs R.M. 6,061.6 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Thumbnail Adjacent Footing Load Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios. Overturning = 1.60 OK Sliding = 1.65 OK Total Bearing Load = 3,291 lbs resultant ecc. = 14.07 in Soil Pressure @ Toe = 2,304 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,900 psf Soil Pressure Less Than Allowable. ACl Factored @ Toe = 3,226 psf ACI Factored @ Heel = 0 psf Footing Shear © Toe = 18.4 psi OK Footing Shear© Heel = 19.6 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,791.4 lbs less 100% Passive Force = - 1,804.7 lbs less 100% Friction Force = - 1,151.7 lbs Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction ITopStem___ 2nd - Stem OK Stem OK Design Height Above Ftc ft= 2.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 RebarSize = # 4 # 4 Rebar Spacing = 16.00 1600 Rebar Placed at = Edge Edge Design Data -.- •- .................... fb/FB + fa/Fa . = 0.440 0.750 Total Force @ Section lbs= 632.2 1,065.2 Moment .... Actual ft-# = 840.2 2,504.3 Moment.....Allowable ft-#= 1,908.6 3,339.7 Shear.....Actual psi= 10.0 9.9 Shear.....Allowable psi= 51.6 51.6 Wall Weight psf= 78.0 124.0 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 = 8.40 Lap splice above base reduced by stress ratio Lateral-Load S'L. - ,35.0#/f Height to Top ç / 4.00 ft) ...Height to Bottom = (, 3.09ff. The above lateral load - .. has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf ,.' Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data ft Fy = 21.48 = 1.333 in= 7.60 = Medium Weight = ASD psi= psi= 21.48 1.33 11.6( TIM MALLIS P.E. Title : muroya 5'4" retain 2 to I cond Page: ORCO BLOCK CO Job# : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 5'-4" retaining W/ 2 to I backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height = 5.33 ft 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 Soil Data Allow Soil Bearing = 2,900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psflft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe 115.00 pcf FootingISoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem... Added Force Req'd = 0.0 lbs OK Masonry Data -. .--••-..- . for 1.5: 1 Stability = 0.0 lbs OK fm psi = 1,500 1,500 Fs psi= 24,000 24,000 Solid Grouting = Yes Yes Load Factors Building Code CBC 2010 Dead Load . 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 ,fl :2100cj HEA Pul:. iJOflS. inc. _CflSE. 10. )RCO £1ock iI r1t kr'"' Sz'.roo. CA 911,16M Footing Dimensions & Strengths • Toe Width = 0.75 It Heel Width = 3.50 Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth 21.00 in Key Distance from Toe = 3.25 ft fc = 2,500 psi . Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in TIM MALLIS P.E. Title muroya 5'4" retain 2 to I cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 5'-4' retaining wI 2 to I backfill WI 25h seismic This Wall in File: C:\Documents and SettingsTMALLlS\My I Retain Pro 9 © 1989.2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 3,226 0 psf Mu': Upward = 1,425 470 ff4 Mu': Downward = 145 4,458 ff4 Mu: Design = 1,279 3,989 ff4 Actual 1-Way Shear = 18.38 19.57 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 Sizes & Spacings Toe: Not req'd, Mu <S * Fr Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8@ 46.25 in, #9@ 4 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7cm 37.25 in, Summary of Overturhinq & Resistinq Forces & Moments OVERTURNING RESISTING..... Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ff4 Heel Active Pressure = 1,436.4 2.53 3,629.3 Soil Over Heel = 1,532.4 3.00 4,597.1 Surcharge over Heel = Sloped Soil Over Heel = 179.7 3.42 613.9 Toe Active-Pressure = 0.50 Surcharge Over Heel = Sijrr.hrne Over Toe = Arir'nf rnr,finr, Load = Adjacent Footing Load Added Lateral Load = 355.0 4.50 1,597.5 Load @ Stem Above Soil = Total = 1,791.4 O.T.M. = 5,226.8 Resisting/Overturning Ratio = 1.60 Vertical Loads used for Soil Pressure = 3,290.6 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Axial Dead Load on Stem= * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth © Stem Transitions= Footing Weight = Key Weight = Vert. Component Total = 3,290.6 lbs R.M.= 8,359.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. 43.1 0.38 . 16:2 507.7 1.16 591.4 127.7 1.58 202.1 637.5 2.13 1,354.7 262.5 3.75. 984.4 ?''• CE31925 Ia:, * L .?O; EA PuL3;Iclons,Inc. ')iO c.iacl A; Rch'.s Soil Data Allow Soil Bearing = 2900.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingJSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in L_Lateral Load Applied to Stern Lateral Load C..- 45.00 #/ft ...Height to Top 2.-c4 e- 4.50 ft,j ... Height to Botto'P?T = The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf TIM MALLIS P.E. Title muroya 6'0" retain 2 to I cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 6'-0" retaining W/ 2 to I backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989.2011 Ver: 9.20 8155 Registratlon#: RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: AASHTO LRFD Licensed to: ORCO Block - - Criteria Retained Height 6.00 ft 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 = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.57 OK Sliding = 1.57 OK Total Bearing Load = . 4,103 lbs resultant ecc. = 16.18 in Soil Pressure @ Toe = 2,665 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,900 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 3,731 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 21.8 psi OK Footing Shear @ Heel = 24.7 psi OK Allowable '75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 2,256.3 lbs less 100% Passive Force= - 2,100.0 lbs less 100% Friction Force = - 1,436.0 lbs Added Force Req'd = 0.0 lbs OK for 1.5: 1 Stability = 0.0 lbs OK Load Factors -- Building Code AASHTO LRFD Dead Load 1.300 Live Load 2.170 Earth, H 1.690 Wind, W 1.300 Seismic, E 1.000 Feai,i 'i,j oiar 200' HE/k PuL'iic:vjcns, inc. kl R:i Thumbnail Adjacent Footing Load Adjacent Footing Load = . 0.0 lbs Footing Width 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall - 0 0 ft Poisson's Ratio = 0.300 Stem Construction I TS op .............. -.-- .-..--- Stem OK Bar Lap/Emb Design Height Above Ftc ft = 2.67 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 4 # 5 Rebar Spacing = 16.00 16.00 Rebar Placed at = Edge Edge Design Data --- ......._ ..... --------...... .......- fb/FB + fa/Fa = 0.475 0.707 Total Force @ Section lbs = 727.2 1,350.0 Moment .... Actual ft-#= 906.2 3,600.0 Moment.....Allowable ft4 = 1,908.6 5,092.6 Shear.....Actual psi = 11.5 12.5 Shear.....Allowable psi= 51.6 51.6 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 30.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 9.89 Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio Masonry Data ..____._ ........- .... fm psi = 1,500 1,500 Fs . psi = 24,000 24,000 Solid Grouting = Yes Yes Modular Ratio n = 21.48 21.48 - Short Term Factor = 1.333 1.333 . -. Equiv. Solid Thick, in= 7.60 11.60 Masonry Block Type =: Medium Weight Masonry Design Method Concrete Data --'--- fc '- psi ................ UJ rn Exp. IZ~371'*012 Fy psi LIF jcensec ti... ORC() EIols 'i'v.Fe . ''flOfl. GAOCJO Footing Dimensions & Strengths Toe Width = 0.75 ft Heel Width = 4.00 Total Footing Width = 4.75 Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 24.00 in Key Distance from Toe = 3.75 ft f'c = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover © Top 2.00 @ Btm.= 3.00 in Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= *Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weighl = Key Weight = Vert. Component = 2,070.0 3.25 6,727.5 258.8 3.75 970.3 43.1 0.38 16.2 590.8 1.18 695.2 127.7 1.58 202.1 712.5 2.38 1,692.2 300.0 4.25 1,275.0 TIM MALLIS P.E. ORCO BLOCK CO RIVERSIDE, CA. Title : muroya 6'0" retain 2 to I cond Page: Job # ....New... Dsgnr: tsm Date: FEB 21,2011 Description... 6'-0" retaining w/ 2 to I backfill WI 25h seismic This Wall in File: C:\Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration#: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: AASHTO LRFD Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 3,731 0 psf Mu: Upward = 1,664 795 ft-# Mu: Downward = 145 6,935 ft-# Mu: Design = 1,518 6,140 ft-# Actual 1-Way Shear = 21.83 24.74 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 Sizes & Spacings Toe: Not req'd, Mu <5 * Fr Heel: #4@ 11.75 in, #5@ 18.25 in, #6@ 25.75 in, #7@ 35.25 in, #8© 46.25 in, #9@ 4 Key: #4@ 12.50 in, #5@ 19.25 in, #6@ 27.25 in, #7© 37.25 in, - Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item -- lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,806.3 2.83 5,117.7 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 450.0 5.00 2250.0 Load © Stem Above Soil = Total 2,256.3 O.T.M. = 7;367.7 Resisting/Overturning Ratio = 1.57 Vertical Loads used for Soil Pressure = 4,102.8 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Total = 4,102.8 lbs R.M.= 11,578.5 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. ( ExpCE37925 12J31/72 n.Pio 3IL/.re 2.0; -EAk I b1i.jcns, .. )RC;O iioci All Rfoitls S:n.o, CA C0 * Stem Construction 1 Top Stem 2nd Stem OK Bar LaplEmb Design Height Above Ftc ft = 4.67 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 12.00 Rebar Size = # 4 # 6. Rebar Spacing = 16.00 8.00 Rebar Placed at = Edge Edge Design Data .. - ........................_.. _. ____ fb/FB + fa/Fa = 0.719 0.984 Total Force © Section lbs = 1,077.2 - 2,400.0 Moment .... Actual ft-#= 1,371.7 9,066.7 Moment.....Allowable ft-#= .1,908.6 9,218.4 Shear.....Actual psi= 17.1 22.2 Shear.....Allowable psi= 51.6 51.6 Wall Weight psf= 78.0 124.0 Rebar Depth 'd' in = 5.25 9.00 LAP SPLICE IF ABOVE in = 24.00 54.00 LAP SPLICE IF BELOW in = 24.00 HOOK EMBED INTO FTG in = 12.60 Lap splice above base reduced by stress ratio psi= 1,500 1,500 psi = 24,000 24,000 = Yes Yes = 21.48 21.48 = 1.333 1.333 in= 7.60 11.60 = Medium Weight = ASD psi= psi= Tll MALLIS P.E. Title : muroya 8'0" retain 2 to I cond Page: ______ ORCO BLOCK Co Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 8'-0" retaining w/ 2 to I backfill This Wall in File: C:Documents and Settings\TMALLIS\My I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP-1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Criteria Retained Height 8.00 ft 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 = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary I Wall Stability Ratios Overturning = 1.51 OK Sliding = 1.62 OK Total Bearing Load = 6,878 lbs resultant ecc. = 22.19 in Soil Data Allow Soil Bearing = 3,600.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 50.0 psf/ft Toe Active Pressure = 0.0 psf/ft Passive Pressure = 350.0 psf/ft Soil Density, Heel = 115.00 pcf Soil Density, Toe = 115.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 6.00 in Lateral Load Applied to Stem Lateral Load .~'1øti'L_ 800.0 #Ift) ...Height to Top . 6.50 ft/ ...Height to Bottom , The above lateral load has been increased . 1.00 by factor of Wind on Exposed Stem = 0.0 psf Masonry Data fm Fs Solid Grouting Thumbnail Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - at Back of Wall . -. 0.0 ft Poisson's Ratio = 0.300 Soil Pressure @ Toe = 3,594 psf OK Soil Pressure @ Heel = 0 psf OK Allowable 3,600 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 5,032 psf ACI Factored © Heel = 0 psf Footing Shear @ Toe = 39.9 psi OK Footing Shear @ Heel = 43.0 psi OK Allowable = 75.0 psi Sliding Caics (Vertical Component NOT Used) Lateral Sliding Force = 3,894.1 lbs less 100% Passive Force= - 3,904.7 lbs less 100% Friction Force = - 2,407.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Modular Ratio 'n' Load Factors .. - .................- ........- ..........- Short Term Factor Building Code CBC 2010 Equiv. Solid Thick. Dead Load 1.200 Masonry Block Type Live Load 1.600 Masonry Design Method Earth, H 1.600 Wind, W 1.600 Concrete Data - ............ ft Seismic, E 1.000 Fy 'Pro .K1 L.A 1-! nc. MI S.an;n. (.A Cj.,Z•U Footing Dimensions & Strengths Toe Width = 1.00 ft Keel Width = 5.25 Total Footing Width Footing Thickness = 12.00 in Key Width = 12.00 in Key Depth = 39.00 in Key Distance from Toe = 5.25 ft ft = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Mm. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stern= Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = Earth @ Stem Transitions= Footing Weight = Key Weight = 3,910.0 4.13 16,128.8 519.3 4.83 2,509.9,1 57.5 0.50 28.8 838.8 1.45 1,214.9 127.7 1.83 234.0 937.5 3.13 2,929.7 487.5 5.75 2,803.1 yen. Component = Total = 6,878.3 lbs RX= 25,849.2 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. TIM MALLIS P.E. Title muroya 8'0" retain 2 to I cond Page: ORCO BLOCK CO Job # : ...New... Dsgnr: tsm Date: FEB 21,2011 RIVERSIDE, CA. Description.... 8'.0" retaining W/ 2 to I backfill This Wall in File: C:\Documents and Settings\TMALLISMy. I Retain Pro 9 © 1989-2011 Ver: 9.20 8155 Registration #: RP.1194015 RP9.20 Cantilevered Retaining Wall Design Code: CBC 2010 Licensed to: ORCO Block Footing Design Results Toe Heel Factored Pressure = 5,032 0 psf Mu': Upward = 3,503 1,964 ft-# Mu': Downward = 227 17,227 ft-# Mu: Design = 3,276 15,263 ft-# Actual 1-Way Shear = 39.93 42.97 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 Sizes & Spacings Toe: #4@ 13.25 in, #5@ 20.50 in, #6@ 29.00 in, #7@ 39.25 in, #8© 48.25 in, #9@ 4 Heel: #4@ 6.50 in, #5© 10.00 in, #6@ 14.00 in, #7© 19.00 in, #8@ 25.00 in, #9@ 31 Key: #4© 12.50 in, #5© 19.25 in, #6@ 27.25 in, #7@ 37.25 in, Summary of Overturninq & Resistinq Forces & Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft4 lbs ft ft4 Heel Active Pressure = 3,094.1 3.71 11,474.1 Surcharge over Heel = Toe Active Pressure = 0.50 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 800.0 7.00 5,600.0 Load @ Stem Above Soil = Total = 3,894.1 O.T.M. = 17,074.1 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 6,878.3 lbs Vertical component of active pressure NOT used for soil pressure DESIGNER NOTES: Pro 2UJ -A PLIl,J,ns, Inc. .. :>i•co